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Home My WebLink About2870 WHIPTAIL LOOP; 107; CBC2021-0008; PermitBuilding Permit Finaled Commercial Permit Print Date: 12/15/2023 Job Address: 2870 WHIPTAIL LOOP, # 107, CARLSBAD, CA 92010-6710 Permit Type: BLDG-Commercial Parcel#: 2091201000 Valuation: $111,624.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Work Class: Track#; Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: B&D NUTRITIONAL: (PHASE 11) STORAGE RACKS Applicant: Property Owner: Tenant Improvement RACK SUBMITTAL SERVICES CARRIE SHARIFI 1815 WRIGHT AVE APG CARLSBAD I LLC RAF PACIFICA GROUP 1010 S COAST HIGHWAY 101, # 103 ENCINITAS, CA 92024-5002 LA VERNE, CA 91750-5817 (626) 384-0481 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRES Occupancies< 50,000sq. ft. Tl MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,689.87 Total Payments To Date: $1,689.87 Permit No: Status: (City of Carlsbad CBC2021-0008 Closed -Finaled Applied: 01/08/2021 Issued: 05/11/2021 Finaled Close Out: 12/15/2023 Fina I Inspection: 12/14/2023 INSPECTOR: Kersch, Tim Balance Due: AMOUNT $668.60 $468.02 $89.00 $373.00 $5500 $5.00 $31.25 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check~= {)IJO!f Est. Value ~~ _- PC De posit ----r----+---- Date _l'+-/..-f/,_,_,~::...__,;_J __ Job Address JJ' '7d luA<:f'_-hul. i~p.pE . Suite:. ___ / __ (;_z~APN: _______ _ Tenant Name: /J f j) N, tln·hrnr1J //J l@,,t fl) Lot#: Year Built: ____ Occupancy: ___ _ C t ct• T f" s • kl RJ□'A/C DD ons ru 10n ype:;..." ----Ire prin ers: yes no : yes no BRIEF DESCRIPTION OF WORK: J; 11 slc-1/::,f,,-Yl tr/1s+vY.J f<'-r Lal.$ D Addition/New: _________ New SF and Use,. __________ New SF and Use, ___ Deck SF, Patio Cover SF (not including flatwork) Jirenant Improvement: &, '-/00 SF, ____ SF, Existing Use. _____ Proposed Use tVanfit;JI.Jl., Existing Use Proposed Use _____ _ D Pool/Spa: ____ SF Additional Gas or Electrical Features? __________ _ □ □□ □□ □□ Solar:. ___ KW, __ Modules,, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: ----------------------- ~ Othe~: .Shn~ ,___, __ tlu This permit is to be issued in the name of the Property Owner as Owner~Builder, licensed contractor or Authorized Agent of the owner or contractor. The person fisted as the Applicant below will be the main point of contact throughout the permit process. 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of2 Email: BuHding@carlsbadca.gov ~ Rev. 08/20 ~ ~ ID!:'NTlFV WHO WJU PUffORM nff WOW( B\' (OfV!PLI TlNr, (Ol'rnlN A) Oil TlOI\I ii) 111 /0\i\/ (OPTJON A): IJ(i:r-J'.>ED C:ONT~f\{E?f? D[CU\H/\llfJN: with Section I hereby flJjfrm under µermlty of perjury that I am JiCPnsed under provmons of Clwpter 9 7000) of Dwision 3 of the Business and Professions Code1 ond my license ism full forr.e and penalty of petjury one of the following declaration,; I ulsD a/firm vodcr [] I hav,i and will maintai!l ,.nen,f,rnte oi coose11t u,;;elf-lm,u« Im wm>ers' wmpensallon provltle'1 h, \,:•ct""' .1, :x, nf the lalmr C"de, fa,r i I"' ,,,.ff,.,rn,,:1, nl th!? wo,k whirh lhu, parnm ,; '"ued. l'oU,v No.---······ ------· ..... . . ,_. __ ... .,_, __ ,,_, _____ ... [J l have a1Hi w\ll maintain work,•r', rornp~n~~tkm, ~s r,~qt11red l,y ',en1on :JJOO of the Lahor Code. fm (r,e fl(l /(11n,,i,;r" ()/ u,~ worl< for wrw.l, n.1:. 1.,, rrr•,1 i:, ,1.,u.-rl My worker\' compensation insurance ,Mrier MIO policym,mber ~re: lnsuram:eComp;iny Name:~-----,--·•~·~···'-·"'···••·------- Pollcy No. ___ .. -•-·" .... ____ ,,, ___ ····--. _ .... ,,...... . . ···--· ... _____ Expl ration Oate· , __ ..... ··-·-·----,,. " , . . ..... ···-· ........... ,,.·--· 1(lcertifirate ol fNemptlon: I cerllfy that i11 \he p~rfotnld!l{C of lh!> work for which (hi~ permit is is$,1l'd, I .,ha!! not employ ~nv per,m, In ,rnv n,ilnne, i,o "' to bewme suhJed to the workers' compe11sation laws of CaJifomi~. WARNING; falfure to secure workers compensation mvor ag<'. 1, unlawrot ;,nd ~hall subject an cmplover to crlmfnal penalties and dvll lines up to $100,000.00, in addition the to the cost of wmpen~11tlon, <1,,111<1ge< ;;s I,rnvlded io, in Se.lion 37()6 or !11;, labor Code, Interest ;md aHorney's re!!s. CONSTRUCTION LENDING AGENC'1':1Jr: /\f,l'(: I hereby affirm that there is a cMstm,:tion lending illJl!IICY for the (}e/lorm,mce of the work this permit" i"""d iSer: 3097 /i) (ivil Cntlel. Lender's Name: _______ ,,--_____ ,.,,.. ____ ~_tenrler's Address: -----· --···----· CONTRACTOR PRINT: (:;Jovj/;;J ftl~rf) siGN]> ~ _OATE: '!flfifl'_;>~ _ (OPTION 8): OWNER-BUH.DER DECLARATION: --:;;,) I hereby affirm that I am exempt from Conttllctor', Uc;me·Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the wucture i, not ,ntended or offered for sale !Set 7044, Business and Professions Code: The Contractor's License Law does not apply to an ownl'f of property who build; or impruve, ther€on, and who does such work hlmself or through his own employees, provided thill such Improvements are not Intended or offered !or $ale. If, however, the buildin~ rn •mprnv.:mert is sold within one yeilrof completion, the owner-bullderw!U have the burden of proving that he did not build or irnprcwe for the purpose of ;,;,1,,1 0 I, as owner crthe property, am el!'duslve!y contracting wlth licensed contractors to construct the project (Ser. 7044, Business and ProliissiDns Cude 'iii(' ContnctOr's License law does not apply to an owner of property who builds or ,mprnvH thereon, and contr.icts tor suth projects with umHM.to, 1,1 lieensed pursuant lo the Contractor's License Law), 0 I arn el!'empt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 0 "OWner Builder acknowledgement and verification form~ has been filled out, signed and alta(hed to this <lpplitatlon. Proof of ldentilkation attadrnd. 0 owner.s "Atithorl.red ~•mt Form" has been filled out, signed and attached to this application giving th£' H/Jert! 1,111(/;ority to obtain tlae µermil '-'" 11,e nvncr· h•l1alf. Proof of Identification attached. By my signature below I acknowledge that, e~cepl for my personal resldence in which I must have resided for ;,t tea,t ('ne year prior to t()Jnpte!lc>11 ul l ,,,, iml)fovements covered by this permit, I cannot legally sell a stwcture 1hat I have buUt as an owner,builder if 11 h~~ not been construc,te<i In ,,,, ,•nt.!,ctv bv Ii, ,•n•,cd contractors. I understand that a copy of tM app{lcable law, Stction 7044 of the Business lllld Profe5slons Code, is available upon reque,t whell t l!i:s npplirnr1M 11 subrnltt11d or at the fellowing Web site: http://wwW.leglnfo.co.gov/calaw.html. OWNER PRINT: __________ _ SIGN: ________ DATE: _____ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THF. T~!YJE OF SUBMITTAL By my signature below, I r:ertffy thut: I am the property owner or State of California licensed Contractor or authorized to uct on the property owner or contractor's behalf. 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 lows relating to building tonstruwon. I hem,y authorize R!presentative of the Oty of Cmlsbad to enter upon the obovt! mentioned property for inspl!!dlon purposes I ALSO AGREE TO SAVt: INDEMNIFY AND KEEP HARMLESS THE CTTY OF CARLSBAOAGAINSr ALL LIABILJT/ES, JUOGMENTS, 00S~ ANO EXP£NSf.S WHICH MAY IN ANY WAY A«JIVE AGAINSTSAIO ar'I IN OONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is required for excovot1ons over 5'0' deep and dsnolltfon or construction of .structures over 3 stories In helgShfGr. N:c~-~ 'O·,.A\.TE: APPLICANT PRINT: {hccK, ftwa,fi ~ ~------- '-....,,,c ... x::::::=:~--_.,....,,..• 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602·2719 Fax: 760-602~8558 Page2 of 2 Email: Bulldlng@carfsbadca,sov Re-v. 08/20 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2021-0008) Permit Type; BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date 03/30/2022 03/30/2022 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Checklist Item Application Date: 01/08/2021 Owner; APG CARLSBAD I LLC RAF PACIFICA GROUP Issue Date: 05/11/2021 Subdivision: CARLSBAD TCT#97-13-02 Expiration Date: 09/26/2022 IVR Number: 30915 Inspection No. Inspection Status 179343-2022 Passed COMMENTS Address: 2870 WHlPTAIL LOOP, # 107 CARLSBAD, CA 92010-6710 Primary Inspector Reinspection Inspection Tim Kersch Complete Passed BLDG-Building Deficiency Yes 12/14/2023 12/14/2023 BLDG-Final Inspection 233854-2023 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Friday, December 15, 2023 Page 1 of 1 ✓. EsG1I DATE: 1-27-2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2021-0008 PROJECT ADDRESS: 2870 Whiptail Loop East SETI PROJECT NAME: B & D Nutritional-Phase II Storage Racks □ APPLICANT □ JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: _ l/1) Telephone#: Date contacted: (~) Email: Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 1-12-2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Structural Engineering 0 DJ 0 N 0 N ~ N 0 I <D 0 .......... 0 aiN _o O N--> 00 00 NO -->O tt Design, Inc CITY 1815 Wright Ave La Verne, Ca. 91750 Tel 909-596--1351 Fax 909-596-7186 Prqject Name : B/tD NUiRITIONAL INGREDIENiS, INC. Prqject Number : SED-120220-14 Date : 12/10/20 Street Address: 2870 WHIPi AIL LOOP, SUliE 107 City/State : CARLSBAD, CA 92010 Scope of Work: SiORAGE RL\CKS DEC 3 0 2020> Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Jet 909,596.1351 fax· 909 596,7186 By: Bob S Project: B&D Nutritional Ingredients Inc 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 .... .. ...... ... .. . .. ...... ....... ... .. .... .. .. ........ .... ........... ..... .. .. .... ... ... .... 8 to 9 Bracing ................................................................................................................ . Anchors ............................................................................................................... . 10 11 Base Plate ............................................................................................................. 12 Slab on Grade ....................................................................................................... 13 Type C Select-B*-D.xls Paqe 2. of l 3 Project#: 120220-14 I 2/8/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 5961351 Fax: 909 596 7186 By: Bob S Project: B&D Nutritional Ingredients Inc Project#: 120220-14 Design Data 1) Toe analyses herein conforms to the requirements of the: 2018 /BC Section 2209 2019 CBC Section 2209 ANSI MH 16.1-2012 Specifications for the Design of lndustn'al 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=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to 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 3000 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The 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 Frame Height A ri Beam ~=::tl:=/== ·===fl=t======ti=~ Beam length Beam ~ Front View: Down Ai;~ (Lonqitudm-a1) Frame Type C Select-BtD.xls Cbunn Beam to Oibm Cbnnectll< Base J:bte and Anchor.; Section A: Ooss Aisle (TranS>Jer5e ) Frame Paqe S of I~ fbizontal e-aoe Clagonal 9-aoe 12/8/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne, CA 91750 Tel· 909.5961351 Fax· 909 596.71 86 By: Bob S Project: B&D Nutritional Ingredients Inc Project #: 120220-14 Configuration & Summary: Type C Selective Rack T 78" t 50" 228" t-228" 50" + 50" I T 48" +·l-----i 48" + 48" + 36" + 36" + **RACK COLUMN REAC71ONS ASDLOADS AXIAL DL == 100 lb AXIAL LL== 8,200 lb SEISMIC AXIAL Ps==+/-5,227 lb BASE MOMENT== 8,000 in-lb ✓-r --108" -------t Seismic Criteria Ss=0.923, Fa=l 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 4,100 lb 4,100 lb 4,100 lb 4,100 lb # Bm Lvls 4 Fy=55 ksi None Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=55 ksi Fy=36 ksi 2 per Base Beam Spcg 50 .0 in 50.0 in 50.0 in 78.0 in ** Load defined as product weight per pair of beams Notes !Sgl & Dbl Row Units ok. Type C Seiect-B.t-D.xls Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 228.0 in 5 108 in Single Row Description Hannibal IF3013-3x3xl3ga P=8300 lb, M=17827 in-lb None None HMH 44160/4.5" Face x 0.057" thk Lu=108 in I Capacity: 5103 lb/pr Lvl 1: 3 pin OK I Mconn= 13363 in-lb I Mcap=15230 in-lb Hannibal 1-1/2x 1-1/2x16ga Hannibal 1-1/2x1 -1/2x16ga 8x5x3/8 I Fixity= 8000 in-lb 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2196 lb) 6" thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure Brace 36.0 in 36.0 in 48.0 in 48.0 in 48.0 in Total: I Story Force I Story Force Transv Lon git. 163 lb 3261b 489 lb 743 lb 1,721 lb 104 lb 208 lb 312 lb 475 lb 1,099 lb Page ~ of \ !> Column Axial 8,300 lb 6,225 lb 4,150 lb 2,075 lb I Column I Moment 17,827 "# 12,436 "# 9,835 "# 9,255 "# Conn. Moment 13,363 "# 10,566 "# 9,452 "# 6,010 "# STRESS 0.75-OK N/A 0.8-OK 0.88-OK 0.23-OK 0.36-OK 0.85-OK 0.517-OK 0.79-OK Beam Connector 3 pin OK 3 pin OK 3 pin OK 3 pin OK 12/8/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel: 909.596.1351 Fax· 909 596.7186 By: Bob S Project: B&D Nutritional Ingredients Inc Seismic Forces Configuration: Type C Selective Rack Lateral analysis is performed with reoard 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 I V= Cs*Ip*Ws=Cs*Ip*(0,67*P*Prf+D) • Vt Csl: ~~:~~8 Cs-max* Ip= 0.1538 • :~' Cs2= 0.044*Sds Vm1n= 0.015 = 0.0271 Eff Base Shear=Cs= 0.1538 Transvme Elevation Cs3= O.S*S1/R Ws= (0.67*P'-RF1 * PL)+DL (RMI 2.6.2) = 0.0425 ____ =_1_1.:...,1_8_8_1b ________ ~ Cs-max= 0.1538 Base Shear Coeff=Cs= 0,1538 Level PRODUCT LOAD P P*0.67*PRF1 1 4,100 lb 2,747 lb 2 4,100 lb 2,747 lb 3 4,100 lb 2,747 lb 4 4,100 lb 2,747 lb sum: P=16400 lb 10,988 lb Longitudinal (Downaisle) Seismic Load Vtransv=Vt= 0.1538 * (200 lb+ 10988 lb) Etransverse= 1,721 lb Limit States Level Transverse seismic shear per upright DL hi wi*hi SO lb SO in 139,850 50 lb lOOin 279,700 50 lb 150 in 419,550 50 lb 228 In 637,716 2001b W=11188 lb 1,476,816 Project#: 120220-14 Ss= 0.923 S1 = 0.340 Fa= 1.000 Fv= 1.950 Sds=2/3*Ss*Fa= 0.615 Sd1=2/3*51 *Fv= 0.442 ca =0.4*2/3*Ss*Fa= 0.2461 (Transverse, Braced Frame Dir.) R; 4.0 Ip= -~-0 .· ... PRFI= :J:O•',:, • '.: ·- Pallet Helght=hp= 48.0 in DL per Beam Lvl= 50 lb Fi Fi* hi+hp/2) 163.0 lb 12,062-# 325.9 lb 40,412-# 488.9 lb 85,069-# 743.2 lb 187,286-# 1,721 lb 1=324,829 Similarly for longitudinal seismic loads, using R;6,0 Ws= (0.67 * P'-RF2 * P) + DL PRF2= 1.0 Csl=Sdl/(T*R)= 0.0982 Cs2= 0.0271 Cs3= 0.0283 Cs-max= 0.0982 Level PRODUC LOAD P 1 4,100 lb 2 4,100 lb 3 4,100 lb 4 4,100 lb = 11,188 lb (Longitudinal, Unbraced Dir.) R; 6.0 ... es_=_Cs_-m_a_x_*I..,_p_=_0_.0_9_8_2 ______________ T;-,Q.75 sec Vlong= 0.0982 * (200 lb+ 10988 lb) Elongitudinal= 1,099 lb P*0.67*PRF2 DL 2,747 lb 50 lb 2,747 lb 50 lb 2,747 lb 50 lb 2,747 lb 50 lb Limit States Le-.,e/ Longlt. seismic; shear per upright hi SO in 100 In l SOin 228 in wi*hi 139,850 279,700 419,550 637,716 Fi 104.1 lb 208.1 lb 312.2 lb 474.6 lb Ftont View sum: =======1=0=9=8=8=1b=====2=0=0==1b======W===l=l=l=88::::::::lb====l :::47==6::t:8=1=6========1 =0=99:::::::lb======== Type C 5elect-Bt0 .xls Page ✓S-of \ ~ 12/8/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tei· 909 5961351 Fax· 909,596.7186 By: Bob S Project: B&D Nutritional Ingredients Inc Downaisle Seismic Loads Configuration: Type C Selective Rack Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 1,099 lb Vcol=Vlong/2= 550 lb Fl= 104 lb F2= 208 lb F3= 312 lb Seismic Story Moments Typical fume made Tnbutiry ,tea o( two columns oF ,,ck Ii.me '--,.,., ___ _ ... ~ ~ t;;;~~~1 : ~~~~~:':' +===-==+==:...,,_:==-l-==~==-l- ~ Conceptual System Project#: 120220-14 Typical F,ame made ~ of two column,: ~ Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 < = = = Default capacity hl-eff= hl -beam clip height/2 = 47 in = 12,913 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1 = [Vcol * hleff]-Mbase-eff = (550 lb * 47 in)-8000 in-lb = 17,827 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (17827 in-lb+ 12436 in-lb)/2 = 15,131 in-lb LEVEL hi Axial Load 1 50 in 8,300 lb 2 50 in 6,225 lb 3 SO in 4,150 lb 4 78 in 2,075 lb M 2-2= [Vcol-(Fl)/2] * h2 = [550 lb -104.1 lb]*SO in/2 = 12,436 in-lb Mseis(2-2)= (12436 in-lb+ 9835 in-lb)/2 = 11,136 in-lb Summary of Forces Column Moment** Mselsmic** Mend-fixity 17,827 in-lb 15,131 in-lb 3,958 in-lb 12,436 in-lb 11,136 In-lb 3,958 in-lb 9,835 in-lb 9,545 in-lb 3,958 in-lb 9,255 in-lb 4,627 in-lb 3,958 in-lb Mconn = (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 15,230 in-lb **all moments based on limit states level loading Type C Select-BtD.xls h2 h1 Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 13,363 in-lb 3 pin OK 10,566 In-lb 3 pin OK 9,452 in-lb 3 pin OK 6,010 in-lb 3 pin OK 12/8/2020 COL Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Jel· 909 5961351 Fax: 909.596 7186 By: Bob S Project: B&D Nutritional Ingredients Inc Project #: 120220-14 Column (Longitudinal Loads) Configuration: Type C Selective Rack Section Properties Section: Hannibal IF3013-3x3x13ga Kx = 1.7 r3,00:in7 ' Aeff = 0.757 in"2 Ix = 1.320 in"4 Sx = 0.879 in"3 rx = 1.320 in Qf= 1.67 Iy = 0.871 in"4 Sy = 0.574 ln"3 ry = 1.080 in Fy= 55 ksi Lx = 47.8 in Ky = 1.0 Ly = 36.0 in Cb= 1.0 y-. -. r . -. --y 3.000 in Cmx= 0.85 E= 29,500 ksi Loads Considers loads at level 1 COLUMN DL= 100 lb Critical load cases are: RMI Sec 2.1 10,090 in JI: ~0.75in _j_ COLUMN PL= 8,200 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= 17,826 in-lb axial load coeff: 0.78022455 * P seismic moment coeff: 0.5625 * Meo! Sds= 0.6153 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= 1.0646 axialload coeff: 0.65530 seismic moment coeff: 0.7 * Meo/ l.4+0.14Sds= 1.4861 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.0861 Moment=Mx= 0.7*rho*Mcol 0.85+0.14*Sds= 0.9361 B= 0.7000 Axial Load=Pax= 1.086142*100 lb+ o.936142*0.1•8200 lb = 5,482 lb = 0.7 * 17826 in-lb rho= 1.0000 Axial Analysis Kxlx/rx = 1.7*47.75"/1.3196" = 61.5 Fe= n" 2E/(KL/r)max" 2 = 76.9ksi Pn= Aeff*Fn = 34,195 lb P/Pa = 0.31 > 0.15 Bending Analysis KyLy/ry = 1 *36"/1.08" = 33.3 Fy/2= 27.5 ksi Qc= 1.92 Check: Pax/Pa + (Cmx*Mx)/(Max*µx) ::S 1.0 P/Pao + Mx/Max ::S 1.0 Pno= Ae*Fy = 0.757 in"2 *55000 psi = 41,635 lb Pao= Pno/Qc = 416351b/1.92 = 21,685 lb = 12,478 in-lb Fe > Fy/2 Fn = Fy(Hy/4Fe) = 55 ksi*[l-55 ksi/(4*76.9 ksi)] = 45.2 ksi Pa= Pn/Qc = 34195 lb/1.92 = 17,810 lb Myield=My= Sx*Fy = 0.879 in"3 * 55000 psi = 48,345 in-lb Max= My/Qf Per= n" 2EI/(KL)max" 2 = 48345 in-lb/1.67 = 28,949 in-lb µx= {1/[1-(Qc*P/Pcr)]}"-1 = {1/[1-(1.92*5482 lb/58325 lb)]}"-1 = 0.82 Combined Stresses = n"2*29500 ksi/(l.7*47.75 in)"2 = 58,325 lb (5482 lb/17810 lb)+ (0.85*12478 in-lb)/(28949 in-lb*0.82) = (5482 lb/21685 lb) + (12478 in-lb/28949 in-lb) = 0.75 0.68 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ CS-2) ** For comparison total column stress computed for load case 5 is: 71. 0% nq loads 6504.30196 lb Axial and M= 9358 1i1-/b Type C Select-BtD.xls Page ( of \) 12/8/2020 Structural Engineering & Design Inc. 1815 Wcigbt Ave La Verne CA 91750 Tel· 909 596 1351 fax· 909 596.7186 By: Bob S Project: B&D Nutritional Ingredients Inc BEAM Contiguratlon: Type C Selective Rack DETERMINE ALLOWABLE MOMENT CAPACITY Al Check compression flange for local buckling (82.1} w= c -2*t -2*r = 1.75 in -2*0.057 in -2*0.057 in = 1.522 in w/t= 26.7 l=lambda= (1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = [1.052/(4)"0.5] * 26.7 * (55/29500)"0.5 = 0.606 < 0.673, Flange is fully effective Bl check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.90 ksi f2(tension)= Fy*(yl/y2)= 102.67 ksi Y= f2/fl = -2.0 17 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 64.96 flat depth=w= yl+y3 Eq. 82.3-5 Eq. 82.3-4 Eq. B2.1-4 Eq. 82.1-1 = 4.272 in w/t= 74.94736842 OK l=lambda= [l.052/(k)"0.5] * (w/t) * (fl/E)"0.5 = (1.052/(64.96)"0.5] * 4.272 * (50.9/29500)/\0.5 = 0.406 < 0.673 be=w= 4.272 in bl= be(3-Y) = 0.852 b2= be/2 = 2.14 in bl +b2= 2.992 in > 1.416 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) Lcomer=Lc= (p/2) * (r + t/2) 0.134 in Lflange-top=Lf= 1.522 in m= 0.192*(Fu/Fy) -0.068 = 0.1590 C= 2*Lc/(Lf+2*Lc) = 0.150 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 = 78.485 ksi (EQ A7.2-2) Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom = Fya*Ycg/(depth -Ycg) = 113.59 ksl (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t = 2.522 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.096 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.26 ksl Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.50 ksi Eq 82.3-2 (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx= I 23.79 in-k Project#: 120220-14 2.75 In t5in 4 T 4.500 in 1.625 In _J_ 1~ 0.057 In ---------- Beam= HMH 44160/4 5" Face x O 057" thk y1 Ix= 2.009 in"4 Sx= 0.849 in"3 Ycg= 2.970 in t= 0.057 in Bend Radius=r= 0.057 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.750 in bottom flange= 2.750 in Web depth= 4 c:nn ;~ __:; Fy - yl= Ycg-t-r= 2.856 in y2= depth-Ycg= 1.530 in y3= y2-t-r= 1.416 in 'Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel· 909 596 1351 Fax· 909 596 7186 By: Bob S Project: B&D Nutritional Ingredients Inc BEAM Contiguration: Type c Selective Rael< RMI Section 5.2, PT II Section Beam= HMH 44160/4.5" Face x 0.057" thk Ix=Ib= 2.009 in"-4 Sx= 0.849 in "-3 t= 0.057 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.5 ksi E= 29500 ksi F= 300.0 L= 108 in Beam Level = 1 P=Product Load= 4,100 lb/pair D=Dead Load= SO lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L *W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P FOR DL=2% of PL, W= 1.599 Rm = 1 -[(2*F*L)/(6*E*lb + 3*F*L)] RMI 2.2, item 8 1 -(2*300*108 in)/[(6*29500 ksi *2.009 in"-3)+(3*300*108 in)] = 0.857 if F= 0.95 Then F*Mn=F*Fya*Sx= 47.20 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W) = 47.2 in·k * 8 * 2/(108in * 0.857 * 1.599) = 5,103 lb/pair allowable load based on bending stress Mend= W*L *(l-Rm)/8 = (5103 lb/2) * 108 in * (1-0.857)/8 = 4,926 in-lb @ 5103 lb max allowable load = 3,958 in-lb @ 4100 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd = 1 -(4*F*L)/(S*F*L + l O*E*Ib) = 1 -(4*300*108 in)/[(5*300*108 in)+(10*29SOO ksi *2.009 in"-4)] = 0.828 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*5*L "2*Rd) = 384*2.009 in"4*2/[180*5*(108 in)"2*0.828) = 5,237 lb/pair allowable load based on deflection limits Project#: 120220-14 2.75 In tSin + 1 T 1.625 in 4,500 In _j_ 1~ 0.057 in 111111111111II1111111111111111111111 1111111111 t =-=tle==========;ti::: "' .. Beam Length Allowable Deflection= L/180 = 0.600 in Deflection at imposed Load= 0.482 in .... Thus, based on the least capacity of item 1 and 2 above: Allowable load= 5,103 lb/pair Imposed Product Load= 4,100 lb/pair Beam Stress= 0.8 Beam at Level 1 Structural Engineering & Design Inc. 1815 Weight Ave I a Verne CA 91750 Te!· 909 596 1351 fax· 909 596 Z186 By: Bob S Project: B&D Nutritional Ingredients Inc Project#: 120220-14 3 Pin Beam to Column Connection Type C Selective Rack I he beam end moments shown herein show the result of the maximum induced hxed end monents form seIsmIc + stabc loads and the code mandated minimum value ot l.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity)"'0.70"'Rho = 13,363 in-lb Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Ashear= (0.438 in)"2 * Pi/4 = 0.1507 in"2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.090 in Omega= 2.22 Fy= 55,000 psi Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu "' diam " teal/Omega = 2.22 "' 65000 psi "' 0.438 in * 0.09 in/2.U = 2,562 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.18 in = Pl +Pl *(2.5"/4.S")+Pl *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 in"3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 2,562 lb Mconn-allow= [Pl *4.S"+Pl *(2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.S"] = 2562 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 15,230 in-lb > Mconn max, OK Type C Select-B-iD .xis Page C\ of \ ?, ----,.-- 1·· I 2" Fy= 55,000 psi Sclip= 0.127 in"3 d= E/2 = a.so in rho= :PQOO: 12/8/2020 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel· 909.596.1351 fax· 909 596 7186 By: Bob S Project: B&D Nutritional Ingredients Inc Project #: 120220-14 Transverse Brace Configuration: Type C Selective Rack Section Properties Diagonal Member= Hannibal 1-l/2xl-1/2x16ga Area= 0.273 in"2 r min= 0.496 in Fy= 55,000 psi K= 1.0 .Qc= 1.92 Frame Dimensions Diagonal Member Bottom Panel Height=H= 48.0 in Frame Depth=D= 42.0 in Column Width=B= 3.0 in Horizontal Member= Hannibal 1-1/2xl-1/2x16ga Area= 0.273 in"2 r min= 0.496 in Fy= 55,000 psi K= 1.0 Clear Depth=D-8*2= 36.0 in X Brace= NO rho = 1.00 _.a I Load Case 6:: (1J:.:l.,Q'..ilUi0!44*:t:!S.,t"Jd.fs.s)tt.tJr-:+'FTil(1vOG5.Bis'5++0.0.114:4So;d:;'S)J*l*B*P + [0.7*rho*E]<= 1.0, ASD Method Vtransverse= 1,721 lb Vb=Vtransv*0,7*rho= 1721 lb * 0.7 * 1 = 1,205 lb Ldiag= [(D-8*2)"2 + (H-6")"2]"1/2 = 55.3 in Pmax= V*{Ldiag/D) * 0.75 = 1,190 lb Vb (kl/r)= (k * Ldiag)/r min = (1 x 55.3 in /0.496 in ) = 111.5 in Fe= pi" 2*E/(kl/r)" 2 = 23,419 psi axial load on diagonal brace member Since Fe<Fy/2, Fn= Fe Pn= AREA*Fn = 0.273 in"2 * 23419 psi = 6,393 lb Pallow= Pn/Q = 6393 lb /1.92 = 3,330 lb Pn/Pallow= 0.36 Horizontal brace Vb=Vtransv*0.7*rho= 1,205 lb (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.496 in = 84.7 in Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) = 36,366 psi Pn/Pallow= 0.23 <= 1.0 OK <= 1.0 OK Fe= pi"2*E/(kl/r)"2 = 40,584 psi Pn= AREA*Fn = 0.273in"2*36366 psi = 9,928 lb = 23,419 psi B # Typical Panel Confulurawn Check End Weld Lweld= 3.0 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 3,510 lb OK Fy/2= 27,500 psi Pallow= Pn/Qc = 9928 lb /1.92 = 5,171 lb T l Type C Select-BitD .xis Page \ C) of \ ~ 12/8/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel: 909.596.1351 f ax· 909.596.7186 By: Bob S Project: B&D Nutritional Ingredients Inc Single Row Frame Overturning Configuration: Type C Selective Rack Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho Sds= 0.6153 (0.9-0.2Sds)= 0.7769 (0.9-0.2Sds)= 0.7769 Project #: 120220-14 Vtrans=V=E=Qe= 1,721 lb DEAD LOAD PER UPRIGHT=D= 200 lb PRODUCT LOAD PER UPRIGHT=P= 16,400 lb Papp=P*0.67= 10,988 lb Wst LCl=Wstl={0.77694*O + 0.77694*Papp*l}= 8,692 lb B= "'1'.'""p"'"pa"":""',: • .....,.._,..,,..,, Product Load Top Level, Ptop= 4,100 lb DL/Lvl= 50 lb Seismic Ovt based on E, r (Fi*hi)= 219,559 in-lb heiqht/deoth ratio= 5 4 in A) Fully Loaded Rack Load case 1: Movt= L(Fi*hi)*E*rho = 219,559 in-lb rho= 1.0000 Frame Depth=Df= 42.0 in Htop-lvl=H= 228.0 in # Levels= 4 # Anchors/Base= 2 ho= 48 o in h=H+ho/2= 252.0 in Mst= Wstl * Df/2 = 8692 lb * 42 in/2 = 182,532 in-lb SIDE ELEVATION T= (Movt-Mst)/Df = (219559 in-lb -182532 in-lb)/42 in = 882 lb Net Uplift per Column I Net Seismic Uotift= 882 lb B) 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 = 0.1538 * 4100 lb = 162,413 in-lb = 631 lb T= (Movt-Mst)/Df Vleff= 631 lb Critical Level= 4 = (162413 in-lb -70158 in-lb)/42 in V2=VDl.. = Cs*Ip*D Cs*Ip= 0.1538 = 2,197 lb Net Uplift per Column = 31 lb Mst= (0.77694*D + 0.77694*Ptop*l) * 42 in/2 = 70,158 in-lb I Net Seismic Uolift= 2.197 lb Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 2,517 lb Phi= 1 (441 lb/1961 lb)"l + (430 lb/2517 lb)"l = (1098 lb/1961 lb)"l + (157 lb/2517 lb)"l = Type C Select-BtD .xis Page \\ of \ } 0.40 0.62 Tcap*Phi= 1,961 lb Vcap*Phi= 2,517 lb <= 1.2 OK <= 1.2 OK 12/8/2020 Structural Engineering & Design Inc. 1815 Wright Aye La Verne, CA 91750 Tel: 909,596 1351 fax· 909 596 7186 By: Bob S Project: B&D Nutritional Ingredients Inc Base Plate Configuration: Type C Selective Rack Section Baseplate= 8x5x3/8 Eff Width=W = 7.00 in Eff Depth =D = 5.00 in Column Width =b = 3.00 in Column Depth=dc = 3.00 in L = 2.00 in a= 2.50 in Anchor c.c. =2*a=d = 5.00 in N= # Anchor/Base= 2 Fy = 36,000 psi Project#: 120220-14 Plate Thickness=!= 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5:: (1+O.105*Sds)D + O.75*[(1.4+O.14Sds)*B*P + O.75*{O.7*rho*El<= 1.0, ASD Method COLUMN DL= 100 lb Axial=P= 1.0646065 * 100 lb+ 0.75 * (1,486142 * 0.7 * 8200 lb) COLUMN PL= 8,200 lb = 6,504 lb Base Moment= 8,000 in-lb 1+0.105*Sds= 1.0646 Mb= Base Moment*0.75*0.7*rho = 8000 in-lb * 0.75*0.7*rho = 4,200 in-lb Axial Load P = 6,504 lb Mbase=Mb = 4,200 in-lb Axial stress=fa = P/A = P/(D*W) = 186 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 102.9 psi Moment Stress=fbl = fb-fb2 = 44.1 psi M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L"2 = 78 in-lb 5-plate = ( 1 )(t" 2)/6 = 0.023 in"3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.85 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -3,506 lb No Tension Ml= wl"2/2= fa*L"2/2 = 372 in-lb Moment Stress=fb2 = 2 * fb * LJW = 58.8 psi M2= fbl *L" 2)/2 = 88 in-lb Mtotal = M1+M2+M3 = 538 in-lb/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 2,100 psi Tallow= 1,961 lb OK OK Cross Aisle Loads Cr111GJt /oddc.= RMr Sec 2.1, 11em 4: r1+0.11Sc1sJa, r1,o.usosJPL •o.?s+EL •01s <• 1.0, Aso 11e1hod Check uplift load on Baseplate EffE Effe Pstatic= 6,504 lb Movt*0.75*0.7*rho= 115,268 in-lb Frame Depth= 42.0 in Check upli~ forces on baseplate with 2 or more anchors per RMI 7.2.2. 'When the base plate connguration consists or two anchor bolts located on either side P=Pstatic+Pseismic= 9,249 lb b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.00 in fa = P/A = P/(D*W) = 264 psi Sbase/in = (l)(t"2)/6 = 0.023 in"3/in fb/Fb = M/[(S-plate)(Fb)] Pseismic= Movt/Frame Depth = 2,744 lb M= wl"2/2= fa*L"2/2 = 529 in-lb/in Fbase = 0.75*Fy = 27,000 psi 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 equal to 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" f!rnt!Qn. Uplift per Column= 2,196 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,098 lb c= 2.00 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 0.84 OK = 1,098 in-lb Splate= 0.117 in"3 fb Fb *0.75= 0.26 OK Type C Select-Bil-D.xls Page 12 of \.?, I 2/8/2020 Structural Engineering & Design Inc. 1815 Wrjght Aye La Verne CA 91750 Tel · 909.596 1351 Fax· 909.596.7186 By: Bob S Project: B&D Nutritional Ingredients Inc Project #: 120220-14 Slab on Grade Configuration: Type C Selective Rack a t X ➔1_1-/-~-=--=--I - SLAB ELEVATION Baseplate Plan View Concrete re= 3,000 psi tslab=t= 6.0 in teff= 6.0 in Soil fsoil= 750 psf Movt= 219,559 in-lb Frame depth= 42.0 in Sds= 0.615 0.2*Sds= 0.123 Base Plate Effec. Baseplate width=B= 7 .00 in Effec. Baseplate Depth=D= 5.00 in width=a= 3.00 in depth=b= 3.00 in P=B/D= 1.400 F'c/\0.5= 54.80 psi Column Loads DEAD LOAD=D= 100 lb per column unfactored ASD load PRODUCT LOAD=P= 8,200 lb per column unfactored ASD load Papp= 5,494 lb per column P-seismic=E= (Movt/Frame depth) = 5,227 lb per column unfactored Um,t State load B= 9;~QOO-._:.: :<~;; ·.·.-. :::C' rho= !!Q990,:_,.\/·::; .· Sds= 0.6153 1.2 + 0.2*Sds= 1.3231 0. 9 -0.20Sds= 0.7769 Puncture Apunct= [(c+t)+(e+t)]*2*t = 252.0 in /\2 Fpunctl= [(4/3 + 8/(3*p)] *,.. *(F'c/\0.5) = 106.5 psi Fpunct2= 2.66 * ,.. * (F'c/\0.5) = 87.5 psi Fpunct eff= 87.5 psi Slab Bending Pse=OL+PL+E= 13,547 lb Asoil= (Pse*144)/(fsoil) = 2,601 in/\2 x= (L-y)/2 = 17.3 in Fb= S*(phi)*(fc)/\0.5 = 164.32 psi Type C 5elect-B.$D.xls midway dist face of column to edge of plate=c= 5.00 in midway dist face of column to edge of plate=e= 4.00 in Load Case 1) (1.2+0.2Sds)D + (l.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN s = 1.32306 * 100 lb+ 1.32306 * 0.7 * 8200 lb + 1 * 5227 lb = 12,954 lb Load case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 1 = 0.77694 * 100 lb+ 0.77694 * 0.7 * 5494 lb+ 1 * 5227 lb = 8,293 lb Load Case 3) 1.2*0 + l.4*P = 1.2*100 lb + 1.4*8200 lb = 11,600 lb Load Case 4) 1.2*0 + 1.0*P + 1.0E = 13,547 lb Effective Column Load=Pu= 13,547 lb per column L= (Asoil)"0.5 = 51.0 in M= w*x/\2/2 = (fsoil*x/\ 2)/( 144*2) = 776.2 in-lb fv/Fv= Pu/(Apunct*Fpunct) = 0.615 < 1 OK y= (c*e)/\0.5 + 2*t = 16.5 in S-slab= 1 *teff/\ 2/6 = 6.0 in"3 fb/Fb= M/(S-slab*Fb) = 0.787 < 1, OK RMI SEC 2.2 EQTN 1,2 AC! 318-14 Sec 5.3.1 Eqtn 5.3.le 12/8/2020