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HomeMy WebLinkAboutCOMA2026-001469pm ,T Ykp 7➢ 4,R..` r- H. i lu ,P .. so ssrouaipE�� Jr EXPIRES PROFILE/ELEVATION NUMBER OF BAYS ELEVATION A 13 - ELEVATION B 26 ELEVATION C 36 ELEVATION D 51 '—' ELEVATION E 26 ELEVATION F 117 ELEVATION G 13 REVISIN -------- PROPR/ETARY PLAN VIEW -OPTION 7 REV :INITIALRELDEASERIPTION DKPN DTE RRP AND SyQ�pA FS TACY FURNITURE WAREHOUSE WD26-0026QLOI.DWG V CONFfDENTIA! 1900 S MAIN SUITE 2 NITS GRAPEVIINE, TX, 76051 3/17/2026tl PAGE1 OF 2 ------------- y f' -------- ELEVATION A FRONT VIEW ELEVATION A ELEVATION B SIDE VIEW FRONT VIEW ELEVATION B SIDE VIEW ELEVATION CANTILEVER ELEVATION CANTILEVER SIDE VIEW TOP VIEW BACK-TO-BACK C C I � ELEVATION ELEVATION ELEVATION ELEVATION ELEVATION ELEVATION ELEVATION CANTILEVER CANTILEVER CANTILEVER CANTILEVER CANTILEVER CANTILEVER CANTILEVER SIDE VIEW BACK-TO-BACK D TOP VIEW D SIDE VIEW BACK-TO-BACK E TOP VIEW E SIDE VIEW BACK-TO-BACY F SIDE VIEW TOP VIEW SINGLE F SAtE t" i�,q F c STACY FURNITURE WAREHOUSE ELEVATION WD26-0026 QLOI.DWG - _- - - �'--'---'- V __ REV REVISION DESCRIPTION I :INITIALRELEASE DWN, DATE KIP 3/17)2026 EXPIRES 2- 1-2026 F-18819 06-30-2026 IAPP PROPR/ETARY RRI AND CONFIDENTIAL 'Hop A S 1900 S MAIN SUITE 2 NTS GRAPEVINE, TX, 76051 3/17/2026 MATERIAL HANDLING PAGE'20F2 vDi NOTES 11- 11 TIE III III 0 0-1 0', ,G, sN D, Al PGA.1O Wh.w ANCHORS SlAi TALLED POINT OES-37 ON zm 4B I HORIZONTAL BRACE I TOz ,TT,,.",,.,T I., O",T m— '111 .1 IPEI-1 ­N —L.E IIII-1- PATO A_TPO _I I All o Itl TINA —OEN O-TI.AINTOO T—TI—LIAL INTELINO., Tti TNP III 111 11111111 IIEI1T1T 0 ,N.TL .TPO T I" I AN_,ADPG_ I, PE.111111—POTEI.P DAIIIII I —A.— I NITAO 2 BASE PLATE 1-1 2 1 1 1TP1AiA`N'1'Z1D GEPA O.A .1ITAl V-Aj TYPICAL BRACE TO COLUMN CONNECTION 1 COLUMN 3)ANCHOR 4A I DIAGONAL BRACE GENERAL CONFIGURATION C� A2LINE ANTALLETA TO. ED WINTAINED IN GOOD DATE OIEPATING D, EN51i - LIA APE PROPEPLY ILATED ONTO PAJ_GT LOAD 'A It ALL IT. N 0 1 TOP TOP WIT TIE OGIN DO— TT"IE A�E NITLIDD.1.1,1 ID,1EAP1A T�=. C, TN A. NATi`N1"" 2— ---------- 1—A 112 NO 2Dornm 0. m 7 A j V m > 6 CONNECTOR TYPICAL BEAM TO COLUMN CONNECTION 5 BEAM z 171 ELEVATION A ELEVATION IS 117 lift 1., Ill Gilli'llill-ii- 1OL, P T Z. V- N­ 41 -T, RACK III Each, view P.— 1 7-ti- Ti 7-1-1-TO-1-1 STORAGE RACK ELEVATIONS -NNEL I I COLUMN 9 CANTILEVER RACK ELEVATIONS 3211' A.N-'AL E.E. -L ,4� AN-S SEOD FEICOLIMN—TEA-, SINGLESIDED 1�1 ANCI.NN-E ---NNAE� 2,1 ANCHOR 3 COLUMN BASE PLATE 4 1 HORIZONTAL BRACE f-12 01 TYP- of 12- i I -N c, ... .... A- -ES-4-51CHANNE-MS Ej SiDE as 21 17. 1 5 j ARM 6AJB I SHELF BEAM BEAce A ELEVATION CANTILEVER (WORST CASE SINGLE & DOUBLE) oLOMv ----------------- ------------ ------------- -- ------------ ------------ oscxcAos. LE V-AI COLUMN TO ARM CONNECTION _I GENERAL CONFIGURATION NOTES' I DESIGNEEPERSECTION22—THE2021 SE 2 STOIAGECA— 1.0-1—M 1 ALL IILTI A117 EN z� 1-11 10TEE1 1 11 ll`-NL2%TR2- -1-7 1 NZ I somc INC MATERIAL HANDUNG ENGINEERING SPEC- P­­rs lf-I-S .1-11" IF 17 4 11FI I IN 'IF 11 IV In - I ID-1-111 LICENSED IN 50 STATES ANALYSIS OF STORAGE RACKS FOR Stacy Eumiture Warehouse 190o S. Mam, Suite 2, Grapevine. IN lob No. 26-0949 Approved by: SAL E. FATFEN, PX, 4/1(12026 IA: Exp, RES 12-31 -2026 F-1 8819 06-30-2026 1130 L. C}Tfcss St c.,i., CA 91724 0439196WI999 -^ 3E1zmIC--__' c INC " ) MATERIAL HANDLING ENGINEERING PROJECT: Stacy Furrawo, Warcho PGR: ShoPPas btatenrt Handl ADDRESS: 1000 S Nlam. Son Grap,tue, TX SIIEET#: t c'ALCI LATED BY: ang DATE: 4 tU'2026 PV ::0760223_ 003 Table of Contents Yaracurtzrs .. .. ; components and Spzcivcations - - 5 Loads and Distnbut-1 .. .. .. 8 Balm 1-1d Combinations ... _ .. .. Longmidosal Analysis, - 10 colnmo B: Racker ,analysis 12 Beam Analysts .. 15 Rzam to Cotmnn Avotysia Bracing .final. su . 1 R Anchor AuatSsd .-. -. ,1 Ot'erhutilng Analysis -. .. .. `.. Raseplat, Auaty'ais .. 24 Stab and Sail Aaal)sts. .. 25 Canhlzver hnalpsts....................... ...... Scope: 'Chi, storage ""It— analyxs is iutrnded to deterntiue It s cumphancr is ill, appropriate butldmg codes tnib respmt to statte .md -I— Parer.. The swraer racks — pr,b bri,,,ed and a to br field assembled outy, m,th no field ,Idwg, liMMIC t _ INC 1 MATERIAL HANDLING ENGINEERING PROJECT: Srncy Funumre Nvareho FOR: Shuppas:yta—lIiendl ADDRESS: 1900 S tam. Snn GrapeNaue, Tl SDEET9:' C'AL('t'Lk'I ED BY:. 19 DATE: 41d2026 PN: 202602231103 The storage racks ttmsts[ of secrral bays, mtercounec [rd in one or bolt dueinons,nitthe cohmms of [he cenicat francs being conmton benvrrn ndjaeeut bays.'I'his anal}sis a ill for on on a uibuter_v bay to be analyzed is bode [he Longitudinal and U mrsveree du'ectiou. Stability in the longitudinal di—tinu is .Otntatned by the beans to colunm mor-l't resisting cmmecnons. , Into bracing acts in the transverse direction. CONCEPTUAL DR LAVING Some ,:ornpoarsit, mnY not be u,rrt or may van Leeeud t I. Cotunm " 2 Base Plate 3. Anchors J. B,,r,.g Dram r 6. C'onnectorr.�n',nii;,:i..r NOTE. AC FUAL CONFIGURATION SIIOFN'N ON CON EPONENTS S, SPECfftC.V[IONS SHEET cof NI VS L-1 10 Anal) pu PROJECT: Stacy Fne ;en, W;uehn J FOR: ShoPpa, Nint—d ii-dl SEI'Z IC `- ~- .iDDBESS: 1900 S M11nn. inn 1. INC G1,P—.. T\ SIiEETF: 4 MATERIAL HANDLING ENGINEERING C'ALCLLAi'ED BY:.19 -- .,. DATE: 4 10/20'0 PV: 20260223003 C'ONIPUNENISAVD SP6CIVICAIIUVS Coniignratmn'_". Ele"n"' B SK 1,7 Atwl) sis p­eerion''_09 of ilte 2021 IBC 5-0, �'.=0.t1 I=1 1%,,,=236 Ibl P,'-WO lb, Lecels" 3 Panels, 3 .S. = 0.05 �5_ (1.09 SDC = B t'„.='361ba. P„ _ 441 ihs I.oar per i we - 4:+Ir lbs 46' A 46 JtOi Ibs -- «S i 54 4: lt d� F RGNT VI ENV sI CE v'I E.V FRANIE BEANS CONNECTOR C'OLC]IN- 5 5 x 2,5 _ .0590 (16GM 3 Pun 2" CC Cotu'W- 3 x 2.35. 0,065 IRTFBPI Steel -3'_ 1, 61aa Static Cap. = It 7016. stress - I2°" Steel = 42000 p°i Stress = W. Stress = 5 P. (tenet 2 i h(ax ;tress = NOR I7.ONTAI, BRACF. ..\laz sires = 96.11-11 11 2 e 1 - .060 Ti"BF Stress= 3°a w,-, t 1 DIAGONAL BRACE iUBL Base Plxtr M.b & Sail Anehorc Steel-36000Pn Slab-6".-T P.si Simpson Strong WE 2 ESR-3037 5x 6,, 0.375 m. Imlb—I'M" Snb Grnde ReaCtim=50 pci 0.5 fo.x 3,815 m. Fmbed. AV+meet=om-tb. Sser..=a°" SSah Rendine Strea.=t6°"tSt ShenriC anh=J70'_Ibc Anchnr sues = _1p. NO— ..Irnl, Analyz<I verslo, 2r,_iC 101 -.CAN 3bt l9Rl N22 FI—Ir "A`na't='evrv"1 f SEIZMI6— C` INC ? MATERIAL HANDLING ENGINEERING PROJECT: Stacy F.-.,e Wareho FOR: Shoppas iVlM—1 Hendl .1DDRESS: I?00 S MLim. Snn Grap—ue.T1 SHEET#: C'ALCt*IATED BY:. ,g DATE: 4 IW2026 P\-: 20260223 003 Loads and Distributions: Elevation B aetcrmitxs seismic daxc seem section z.e oe.a> r,�,n a aP,.,�,,,>w „vzhP znn mr =ofi.ecels: 3 SDC: B It: 6 Ss. 0.1 Pallets Wide: 2 W,,: 12600 R,r 4 Sl: 0.05 v - PalletsDeep: 1 W',,: 300 lb, Fa: 16 1p: 1 '- PaLlet Load: 2100 Fs^ 2.4 Total Fxune Load: 12900 lhs T1: 1.5 _, f Sys=2'3 S. F.= 0.11 5,-- 2/3 S, F, - 0.09 w 0,67 W„ i W L - 8742 Ibs ------ $eiami<. Shear nn RM17,017 2 6 i, Longitudinal Transverse V„, C, I, W, = 5.,, (T, R) I,. W. = 0.09 , (I � 61 1 874-1= 83.53 lbs V,, need not be greater than: V,,,, need not be greater than: V.,.r =C'. 1, W. �.., =C. 1, tC, = S „ R I,. W', = Sr. R, I, l6', = 0.11 r 6 1 8742=157.361bs = 0.11 4 1 8742 = 236.03 lbs If S, — 0.6, then V„,e shatl not be less than: If S, r- 0.6, then V_ shall not be less than: V - ' C, Q W, V„-„ - C, I, WW, - 0 5 S, I R, I„ W -- 0 5 5, R, IF W, = 05 0,05'6 1 87-12- 39,341bs -=0.i 0.05 J-1 8742-59A11bs V,, shall not be I— than: V„m shall not be less than; =hla[(0.044 S,,. 0,031 I, W, =A1as(0044 S„ .0.5 S; R_, 0.03] 11 W, =Nl,, (0.03,0.03J 1 8742=262.2611ts =Mas10.0.01.0.031 1 8742=262.26lbs Since: 53.53 --'_6_126 Since: 262,26 -- 236.03 fi 262,26 > 19.34 Rh 262.26 - 59.01 V,_ = 1571bs V_ = 236 tbs 'J - _$EE2MIC_ l- \` INC 1 MATERIAL HANDLING ENGINEERING Loads and Distributions: Elevation B (Pa¢e 2) PROJECT: Stacy F.-.,, W—ho FOR: Shoppas:Ptat-ld H-di .1DDRESS: 1?00 S rlim. inn Grape— TX SHEET#: v C'ALCTI-VIED BY:.at8 DATE: 41U2026 PN: 20260223_003 IVA (-\'I Zil"A lau gita�lrud ( Tmn�i ... 3 Illn _+lip +13n�O PROJECT: S Wareho /-SEIZMIC FOR: Shoppa, Nletenal Hand] _' ! .WDRESS: I?00 S Mara Son I \` INC Grapevine. TX SDEETK: ? MATERIAL HANDLING ENGINEERING C'ALCL-LAI'EDBY:"I P,-: 20260223 003 Fundamental Period of Vibration (Lonotudinal) Per FENa 460 Appendix A - Development of An Anal}iraal Model for the Displacement Based Seismic Design of Storage Racks in'fheir Dawn Aisle Direction T = 2. l4CNL( k` h' )+Nt( kkk,k k, f. ki,,. kn, + k„ Where. )V - - the weight of the ith pallet supported by the storage rack If = the stevnhan of the center of g—tty of the Irh pallet with respect to the base of the storage rack the acceleration of gravity N, = the member of loaded Jewels k = the rotational stiffness of the connector IS. - the flexural rotational stiffness of the bears -cud k, = the rotational stiffness of the base plate $ = the flexural rohniotan stiffness of the base upright -end N- = the number of beam -to -upright connections N, - the u I bor of base plate connections 6FI, I JEI k if FI H L = th, clear span of the beams H = the clear height of the upright 1 = the nrontenr of inertia abort the bending axis of each beam I- = tlx moment of hrenia of each base upright E - the Yonng's moduins of the beams C'alcnkned T = 2 75 Since the calculated I is greater den, 15. the more conservative t'alne of I is used in the caleulad.ra, (A-7) 3 n.m rr.t bay, 3 N 3n k, inn reap-v, i ly,.. 1.1 Asp -in rid h. 253 kip-u: gad 1k, 1, , -_ m 117,, ni iv" u tin, F =�Iffi i I 31;n p p 143 ie =kip PROJECT: S Wareho /-3EIZMIC FOR: Shoppas:Nietenal Hendl _' ! ADDRESS: I?00 S M,,,I.. Snn I \` INC Grapey— TX SHEET#: 8 MATERIAL HANDLING ENGINEERING CALCTI-VIED BY:.m8 DATE: 4 10^_026 P\-: 20260123 003 LRFD Basic Load Combinations: Elevation B 2021 IBC& RW I ANSI MH 16.1 S(t _ h.) - 21,562 in-lbs = 4.7 t` :.,.=157 Its E„,,, _.\[fmmedepth=5131bs [; =10, —m„—,a, P = Product Load - — 6,3001bs p -1 D - Dead Load 0 5 150 Ibs 5,", 108 L=Live Load=0lbs S=Snosc Loaf=UIts R=Raiu Load=0lbs Lr=Lve Roof Load=0IN NV -Wind Load=0lbs Basic Load Combinations 1. Dead Load =1AD-1.2P - (1 4 150,- (L_ 6.30O- 7,770lbs 2. Gravity Load =1.'D-LAP-1.61+0.5(L, nr S or R) =(1.2 i50r-0 "4 6300)+41,6 01-105 0)=9,000lbs 3. SnOIRam =12D-0.85P-(OSL.0(5SY1--16.L or S or R) -(12 I50) (0.85 6300) 105 01 (16 01- 5,535 lbs 4. Wind Load =1.2D-085P 10,5T.-I,04V+O.RT, nr fi or Rl =(1.2 1501-(0 Si (5300)-(0.5 0)-JIM 0)- 0,5 01=5,535 MIS SA. Seismic Load (Traos%arae)- II.'-025,,,,)D 112-Q25,,2)pP--05L-pE,_„ 0'_S (12-02 108)150!0' 02 .108) U.76.300- 050 t 1513 020 6,083lbs SB. Seismic Load IL.OgItudittat)=11_'-0'S;,III -(1.'_+0,?S„)(SP-051.-aE:.,,-0'S =(12-02 .108, 110-11.2-02 .IUS) 0,7 6300-0.5 0 + 1 0-0_2 0-5,570 Ibs 6. Wind Uplift -09D 109P,, 1 LOW - 0 9 I50 - 0 9 6.300 - 10 0- 135 Ibs 7, Seismic Uplift =(09-0.25,-W-(09-O.2S,,, tOP,,,-pF,,,_ =10.9-0.2.105) 150-10.9-0.2 .108) 1 6300-1 513=5,152lbs For a vngle beam. D - 39 lbs P - 2,100 Ibs I 262 lbs 8. Product/LivedInpact = 1.2D - I.6L - 0 mSorR) - 1,41' + 1.T1 (1' 391-(16 01+(05 0)-1 L4 1100)-(1.4 262)=3,353 Ibs ASD Load Combinations for Slab Analvsis =11 -0105 ,JOS) 150-O,75((I.4+0,I4'. 108) 0.7 6,300+0,7 1 5131=5,1011bs _-11+0.1.4530-(0.85+014S„sgiP-0.7pE -(1 - 0.1a 108) 150 (0.85 1 01J IOS1 0'. 6.300 , U.', 1 513--4,326lbs D-P -150 + 6300 = 6,450lbs t \` INC 1 MATERIAL HANDLING ENGINEERING PROJECT: Smwy F.-.,e Wareho FOR: Shoppas iViM-1 Hendl ADDRESS: 1?00 S Mcun. snn Grape\ ,ue, TX SDEET9: a CALCULATED BY:.m8 DATE: 41U2026 Lon¢itudinal Analvsis: Elevation B Tans ar, tly.is is h s:.d an -he Pwtil Rici,od, a ilN th, p.,tr of wonh.a fl.tare oCfh; w,,le-nr,s .usr:m-,I of -d-hetnh' beta., bears, .—p- for C,c I— p.tt,—whet; t1, h,se plate pr , k, o-,Iy pw W1 Ihm .,-,d -h, —ha Il—, to asut,r,,d :o —, doss ,o t;e b.— w, of 1, hax of p—ed : ,dr—, ,. he e ne b.— pk- --r moment, •I � J, y v ,- V� F Ufculnmus - 79 lbs �. \I: -, f f t.s �t N, 1L.,...= ilk..: W-M.,,,, i791bs 8in.t-0in-ft=632 in-lbs f f I I tl h.t•: � // J,d, h ! \.\fnl L ,d 11-1 1 6car, L d .-t Ca btomcat Alo-ae;t u ^Edna uoo ;.a' 3 _. .M ?,I SU l,IU! 1_Uv t,�n3 PROJECT: Stacy Furr , Wa eho SEIZM_IC_ -' FOR: Shoppa Matenal 11-di ADDRESS: 000 S item. Son C INC1 --' - Grap,nue. TX ; SKEET#: 10 MATERIAL HANDLING ENGINEERING C'ALCTI ATED BY: yo, DATE: 410'2026 PN: 20260223 M3 COLUMN ANALYSIS: Elevation B ( Level 2 ) A-I.&I oer BM(. AISI2012 (IAFDi and tbn 2021 IBC. Section subject in torsional or lleenral-torsion buckling (Section CT Il 2 14 L,%k =L55' 1,178 =66.2 t,; L %1� = 1 4' 1 115 - 37.01 KL R ,_ -> 66.2 lf_'--f,-l:'1 Eq. C'3 I'.I- 3.�x5-onus 7) SFC'TIUA PROPERTIES Lll5', 00421-1,636 in. ocP:h 2.85 in. ({=1-(.I`o vn Y- (Eq Ca.1.2-;} 0.065 is =1-10.04''1636r=0.999 R,,Jas 11125 m. F, ' nF fAL f1_' (Eq C-4 Ll-) '+:na 0.734 in.= =3,1l=29500662==66.431 ksi ,V c�N.t i, 0.639 in.' 1.015 in-' Le_ 'pklo;,-q,)-(a,+o; l--htyoo.I)' (Eq C41.2-11 s_ o.677 i., =(1,I_"0.999)(I66A31-8'531P5t-(66431-875{,17:}' Sn., 0.587 in.' -(4099966A31-5'52175))")-66.431 bi R 1.178 in. t 0.942 in.' snc�rc: t, O.bSB iai,' (Eq C3.1.'-11) r. L135 in. = 3.1.4, 29500, 66 2- = 66A31 ksi 1.522 in' -1 _lio fGT-(tfEC1 (PL,D (Eq C31.'_-9) ., 0.003 iu:' _= 1 0,73.4 1.636'(11300 L522 -0,03 in \„ 0.042 in -(3A4' 29500 0.003)'10S 420=$753.175bi x:, 1.5 L F =1finc E,. 1-;:)-66A31 led R, I 1� fEq C41-1) L, 42 m. A, -(F P)'--(-42 66A31)" fE795 !Eq C41-4i K, 11F Since F 42 ka1 F„ 70 km F-(0.658"(,,2)) F,=32.235 !Eq('4,1-2) 4 n'7 In- a 11300ksi P 167331bs F 29500 kit P,=142231bs C �: s t c„ I P: Psi, nxs PROJECT: S wy F.-.,e Waeho / FOR: Shoppas Atatenzl Hendl -3EIZMIC _' ! .1DDRESS: I?00 S �l:itn. Son t \` INC Grapesnue. TX SHEET#: 11 MATERIAL HANDLING ENGINEERING C'ALCTI- IED BY: ,m8 P\-: 20260123 M3 COLUMN ANALYSIS: Elevation B ( Level 2 ) Ana.nerRMt. AISI 2012(IAFD) and the 20211BC, 1 ateral-torsional NcIdrog strength [Resistance) (Section C3.1 ' ) P,=P,A=18532 Ibs 3,1n5-00n; 11'here: SrCTtnn PRDPrRTirs DCPL': 2.SS N. It, .1 F 0.519 42 21803lbs w�dn: 3 in. Al S-= = S F ;Lq C'3.1.21-1) Ra.in�, 0.0651. 0.125 in. F -{);Aron ,P 5.- 1353.675 ksi '-a 0.734 in F=('As,l7-C (/=-r'(a � a )p=), /C'a.S,/=1355.803 ksi (Eq z,l_'.1-4) ,u�aN.t � 0.639in.' 1 1.015in., Fo =(C tTEJIJ (5,(1+L, )-=654.57 ksi (Eq 3l.'_I-lU) s. 0.677 in.' P;� = 65457 ksi s „„ 0.587 in-' Since: F ".7SF, R 1.178 in. F = /.S S, t 1, 0.9421.' t.e £ = F; = 42 ksi (Lq 0.1.1-31 R 0.659 in.' 1.135 in. Reduced F,_ I - al - pi_')(F. FF[-37,2 ksi 1.522 in.' AL -- 21836 in-lbs -%) . - 24473 in-lbs Al - Ai c� 0.0031. A p = 19652 in-lbs .At, o = 22026 is lbs 4631- P, (Eq C5.7.2-6) N, 0.04z in. -rl EI fl; )-155397 IN IEq C512-71 h, 15 l., 52in, =(1-14,P P__)+--0.934 iEq C512-41 rt, 1 n,=(I-'r'P F 1 0.979 (Eq Cs 2.2-5) L, 42 ia. = 6,083 lbs Y= 5,570 lbs K, °'s Al,-DL-175S in-lbs iLq C512-?7 e, 42 ksi 70 ksi P.,-(L Di - (IA Pi-6000 lbs V n-'7 P,. P,=6000!14223=052 Static Stress=51% 11300 ksi SIDce: P / P > 0.15 - R 29500 ksr 0 as Stressi P P � Al (q51�) , AT 1p Jt.l �Eq C5 "-_') 1. -1 =115.570 14223r-s(1755r 19652j+(I 220260=48% c, I Stress' =P /P-Crbf , fo'Al a,)-C„Sl, od AS 'al (Eq C5.12-1) I =(5,>7U/18537)+0U8517;i'19652 i193-iq- W.851._20'_609791p=38% Phb u� Stress3 P,r P„=6083: ISS32=32% t''t nas Cohinai Stress = A1;tx(Stress 1. Stress2. Ctress3, Static) = 51% f SEIZMI6`"' INC ? MATERIAL HANDLING ENGINEERING BEAM A-NALTSIS Elevation B Detnnnlne allowable b-ding monunt per AISi PROJECT: Smcy F.-.,, Wareho FOR: Shoppas iVtM-11 Heidi ADDRESS: I900 S 'rl:im. Son Grap,eie. TX SKEET#: 12 C'ALC't'LATED BY:.mg DATE: 4 1U12026 Check cmnpresvon flange for local buckling (1111) "t = 1.112r 0.059 = 19.19 .—c E = 11.052 k 1-I I, It IF EE)"-' = 11.0i' _'I 19.186 (42 2950011- = 0.38 )v <= 0.673: Flange is fully- effmw, � u Check web far I-,d bucking IB_' 31 A %,trump) -= F, tv, t' 7 - 42 '_,68 186 = 39.3 kA lttens-i— F, 42'.45;'S. 36.02 kA T -u r f) - .06,02139.3) - 0.92 Bnckimg coefficient k = 4 -' . (I - `P 1' - 2 . 11 - T 1 =4-'(1--0.92)`+211--0.921 = 2191 Flat Depth yt - y3 = 2 45 -' 68 -- 5.132 5.5 x 2.5 - .0590 (16Ga) Tap flange width C Li m u't - 5.13_/0.059 86.98 wt, 200: OK Batton tt idth B= _._ . k - (LO0 2 k ) la'[I {f, E)" - IL05' 21'86.983 139.3; 29500)"-' 0.71 WIbdepth A= 551n, Beafn thickness t - 0.059 in bl=, (3-T)=5 13-.R9')=20A Radius r= 0.12, m. b'=iy_=2.57 Fy= 42 Fo -- 51 bl - b_' = _0.7 + 2.57 = 22.67 R'eb is fully effective Y1= ?.45 Det—I. of ,I,1 of cold on steel -Id polar IFI'At pet sc 1-1-,- 1'2= 2.86 Comer crow -sectional arty Lc-(H'21-(v-I'2 Y3_ 168 Y,g' '.c,4 = i❑ .) M,125-0.059 21 = 0.243 Ix = 3.22 7., = effe,,t— m dth = 1.132 Sx = t 12 C - 2 T IL,�_' m,=2 0243 1.132-' L=0.3001 E 29500 F'Beam F = to0 m = 11.192 (F-,,, F�I -U 068 = 0 19 2 (54 42)-U.I68 = 0.1789 Beam le gth i.= 117 B =309 1F. 1,-0819 IF,, Ft- -179 = 3.69 (54 421 0519 154: 42r=- 1.79 = 1.6 FoTy-54 4' = I—1.2-OR frt=0.I2S0.059=2.119 r--7=OK F'„ = B F w tt" = 16 42 (_.Ih9 t"' = 59 F..... = C F', +(1-C) F, = 03 59-(1-03) 4' = 47 = F r, Y W - F I = 47 164 115 5 - 1641 = 43 PROJECT: Smcy Furrumre Wareho /-3EIZMIC FOR: Shoppas iVIM-1l Hand] _' ! .WDRESS: 1?00 S Main. Son t \` INC Gmp, rue. TX SHEET#: 13 MATERIAL HANDLING ENGINEERING C'ALCTI-VIED BY:.arg --"' DATE: 4 10'2026 -. ,� - BEAM ANALYSIS Elevation B C1re1,.111—bie T— Styr_., fia D. tou: I iw L,,,. - B-12 ri-(2 t) - ".5-(2 0125)-(: -0,019t - 2.13 .L— et C= 2'L.(Ln,,.,„ � L, 2 0,243'12,13-.-.0.'J31 = 0.185 '— C F.i.:.,,=C,,,.,, F,.-(I_r'.,..) F =0185 1'1-(I.0, 135) 32=45.11 1 F„ = F,,,, = 47.03 Iod I �] Deternnnz Allowable Capecon For Beau Pair Wer Section 5.2 of the RMI PT III Check Pending Caparity AL.„ _ 0'A71= 0"L.. f2 �R„ f` 52 = LRFD Lurid Fnrmr = (L_' , DL - 1.4 PL - 1.4 0 125 PL) PL For DL = ". ofPL SF = 12 0,02 - 14 - 14 0,125 = 1.6 5.5 x 2.5 ,0590 (16Ga) Iap flang-cidth C -- 1.5 ru. R- = I-1(2-F Lt'(6 E' {'3 F L1) Bottom month B= _._ =I-1('_ I00 11') (6 _29500 322-3 100 117))=0.96 Web depth A= 55,n, AL„ _ 0, F„ S, = 50.25 in-I;ip Be:nn threkri— t - OA54 ut R,ohn,r= OA-in. It`=0 V, 8 (T of Bzanul (L Pt„ 0)=(50.25 8 2),(117 0,96 16, Fy= 3' - .44701hs pair Fu - 54 I'1= '_.45 Y2= :86 C?re.A Deflecn�u Capa: m I3 '.6S A,,,, - A- R„ I'cg= 2.64 L ISO L = Ss 3.22 L12 R, - 1.0 F�L) 15.F 1,-10 E L,r E- 29500 =1-0 101) 11-)i 15'100 117-10'95003.22)=0,95 FBeanr F= too 0. = If' L')!(384 E 4, Beam Lenctlrl = 117 L 180 = (5 R' L` R,1I1384 E L, (iafB,—)4 R'- (384EF 211180 5L� 171 _1384-29500 3,22 2) (180 5 117= 0.95) 1000=6206 Ibs pan PROJECT: Stacy F.-.,e W—ho rSEIZMI6-- FOR: Shoppas htM-ld Hendl INC .WDRESS: I?00 S �l:nn. Snn Grape— TX SHEET#: 14 MATERIAL HANDLING ENGINEERING CALCTLATED BY:.at8 -"' DATE: 41U2026 P\": 20260223 003 Atlonahte and Acmal Beodin_ Moment at Farb i.ecet Af,,-17V,8 I'll,, ll,—R,e11,1, T-/s .1T ..,.—Rt.17„ =C F„ R-1, 1 31A15 32,686 1,201 31686 Pass _ 3L415 3206 1,142 3',686 Pass 3 3L.115 32.686 703 321,68o Puss PROJECT: S wy F.-.,e Wareho 3EIZMIC FOR: Shoppas Plat—d Hendl _' ! ADDRESS: I?00 S �I:Ytn. Snn I \` INC Grape— TX SDEET9: 15 MATERIAL HANDLING ENGINEERING CALC1*1- IED BY:. ,g DATE: 4 IW2026 P\": 20260123 003 Beam to Colur a Analysis: Elevation B 1 Shear Simnvth nfPin PY � Pill Di-t. = 0.35 in. F,- F„=54000 psi AISI Table E3.1-i .A, = d- 11 4 = 0A in, _ ft - - P=A;F„=5195A11bs AISA Isbi, E34-1 ,l P,,,- ry11, U5 P„=389616s - 2 Rearma Streneth nfPia CnW— T3admess 1, = 0.07 in. Since I I - 10 C = 3 1.0 F„ = 65000 psi P„= C m,d( F,=4436.25 lbs AtSl E33.1-1 P,,,_ - oP, - U. 4436,25 = 33271bs i MomentS—rn .fRraeknt Edee Dist.- Iin. T,,,,- 0,179 in, S, 0.127 ia.' nl,= S, F_=6985 in-lbs AISI C3.11-1 M__ 6N%_=0.9 M„=0.9 S,,p F,=6286.5 in-lbs C 1.67 d= Eder Dist.?=0.5in. M1,"R d P„ P,,,, M,_,,, Ic d)--5759lbs Minimum Vatue of PI G-- P,- MiiwPP P)-332716s 11f,,,..,,,.,, - (P 3.511 (P, 12.5 451 25) , IP, (0514.51 0.5I - 19777.17ia-lbs PROJECT: Smcy F.-.,e W—ho /-3EIZMIC FOR: Shoppas:Ptat—d H-di _' ! 'WDRESS: I?00 S �l:ttn. Son I \` INC Grap, lug. TX SKEET#: 16 MATERIAL HANDLING ENGINEERING C'ALCTLATED BY:.a1g DATE: 41a'2026 P\": 20260123 003 BRACE ANALYSIS Elevation B (Panel 1) A.M.eer RNU. AIS12012(LRFD)—I the 2021 IBC. Section snhject in torsional or Y)exnral-for+inn buckling (Section C4.1?I 14 L, R, -1 5I 0377=135.24 1* L. %1� -I M 0377=135.24 %L R_ - 135.24 'Eq. C'3 1'.1- 1 115 DIA - ,nu rCDL 7) SECTION P t CiPERT1ES -(03^7i+037T-0')' 0.533in. Depth 1,725in- NWth (Eq C4.1?-3} 1.125 in. 0.06 in. =1-(00.533R=1 R,,Jns 0.09 m. F, -I(E (AL r)4-' (EgC4 LL-D %. 0,201 in.= -3.14' 29500, 135.24-=15.918 ksi ,n Na 1. 0.201 in.' 0.029 in-4 2(1Jt(,;,-q)-(Q,+O1--(4i3ggl)'-) (Eq C41.2-1t S_ 0.0511., =(I, C' 11((15.918-11264198r-U5918-11264.195N se„ 0.0511.., -(4 1 liNS 112641980 )=15.918 ksi 8. 0.377 in. 1 0.029 in.' "here: t, 0.051 m,' , =11-F (1 ;L, R.1= (Eq C3.1.2-11) r. 0.377 in. = 3.14, 29500 135.24- = 15.918 ksi 1 0.057 in' I All IGL, 171'EC,1 (PL,D (EgC31.2-9) C�' 0w'" ' 1 0_201 0.533'111300 0 05-1 a m. -OA4' 29500 0) 10.8 5112)=11264.198ksi K. 1 1, 5I in. F; _ �fincF;,, t= 1=15918 ksi R 1 P1� lEq C41-1) A, -(F, F)'-136r 15.918)1 1.504 �EgC414) N, 'tF .Since h, > t.s� 36 ksi 42 ksi F, =(0s77 'i.-) F=13.96 IEq('4,1-31 4 1 1'h- 6 11300ksi P-2801lbs E 29500 kst P=23811bs C s C', I Pit rsi, nxs 'J - _$EE2MIC_ 1- \` INC 1 MATERIAL HANDLING ENGINEERING BRACE ANALYSIS Elevation B (Panel 1) A.M.ner RML AIS12012 (LRFD3 a the 2021 IBC, I ateral-torsional bnekling strength [Resistance) (Section C3.1 2) P„ =P A.=6141 lbs Wherr: F,, ,1F 0.201 36 72251bs -% -Al -=SF=S F F-f,r„d(n, a,),�5.-892.18ksi F=CAa,rt-CO=�r'ro n,)P, (CFr.4�)=892.18bi (S,(KL I-70.898 ksi F = 70.898 ksi Since: 0.56 F .- 2.79F F,=1109)FR-00F 36FA=34.41,si Reduced F,,-1-I(t-Q) ")(F'. I;PF',=34.4ksi A(, = 1741 in-lbs AL, = 1747 in-lbs -Nt - AS _. AI o, - 1572 in-lbs At o, _ 1572 iu-lbs F;, =(FF7 IF Lev-=320I Ibs P-, =11-L4 I$L.Y=32011bs P, 2381 lbs 6n_ L,,,=((L-6F-(L)-2BH"-51.34 in. 6;,_ =(S',. F„-) U=296Its Brace st—, - I-_ ' P - 12% PROJECT: Stacy F.-.,, Wareho FOR: Shoppas:Ptatenzl Hendl ,WDRESS: I?00 S M"un. son Grape lue, TX SKEET#: 17 C'ALC UI-VIEU BY:. ,g DATE: 4 102026 P\-: 20260123-003 iLgC A3 21-1) (Eq 3,1 2 1-d) (Eq 3 L2,1-10) I F.q ('3,1.2, 1-2 ) (Eq C5,2 2-6) (Eq CS."-._ ) 1 125 DIA - i- TL 13L SFCTIDI,N PRDPPRTIFC Depth 1.1111,. wWC: 1.125 in. 0.06 m Rd.iln, 0,09 in.. 1.. 0.201 in ' —N,t 0.201 in. I. 0.029 in., s. 0.051 in.' S x., 0.051 m-' P, 0.377 in. i, 0.029' ., F 0.051 in.' R, 0.377 in. 0.057 in., 0 in, tl m. 0in. R, I 511. R, I 511. 36 kst r,, 42 ksi Q I � 1 11300 ksi R 29500 ks� c, 1 1 rho n as PROJECT: Stacy Furrumr, Wareho SEIZMIC -' FOR: ShoppasMatenzl Handl ADDRESS: 000 S tam. Snn C INC1 --' - Grap,— TX ; SHEET#: 13 MATERIAL HANDLING ENGINEERING C'ALCTl-klED BY:.,g DATE: 4 IW2026 PN: 20260123 003 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-19(ACI 318-14), CHAPTER 17 Confimlration 2 Elevation B Assumed ¢asked concrete aoohcahon And— lype 112" dia, 3.375" hef, 6" min. stab. ICC Report Number ESR-3037 15 k, = 5,063 in. Slab Tbrckness (h4 6 in. C., 12 useC„ _ - 5.063 in. Nhu. Slab 1LsY,nesn (h) -6in. C, -12 meC,_ „ =5.063 in. Concrete Streugth(f) =4000 psi Diameter Wd,) - 0.5 in. 3 h„ -- IT125 in. N'—ml Embedmeut ih,,, ,1 = 3.875 im Effective Embedment I h„! =3.375 in. S, =0 in, tke S,,,, =0in. \mtxber df Wch rs (n) - I S, -- 0 in. Ale S,, - 0 in. e'N =0 t,' -0 From ICC ESR Report eat st . i.6her , = 115000 psi 5h., i sr C = 4 in. C = 7.5 in Cat `I = 3735 Ibs 1.SCat St t. 5Cat Adj. Strength Tension Capacity=3071 IN 1 3071 lbs Shear Capacity=4702 IN 1 47021bs PROJECT: S wy Furrumre Wareho /-SEIZMIC FOR: Shoppas iVIM-1l Hendl _' ! .WDRESS: I?00 S 'rl:itn. Snn I \` INC Grap, me. TX SHEET#:19 MATERIAL HANDLING ENGINEERING C'ALCTI-VIED BY:.mg PN: 20260123 M3 ANCHOR ANALYSIS - TENSION STRENGTH Confieuration 2 Elevation B SW Strength o 0.75 1 0A05 115000 = 9,056lbS Concrete Breakout Strength 9\,_, o = 0,65 A, -W,-S:.w' 1.sh,1(C S_ +1.5h<.)-102.516 sq.in. A,,,, - 9h„ - 102.516 sq.in. Check If A,,, A,A,,, A,,, =1 `pin 1 T,.=1 K=17 A, 1 N, = tin 1f P •th ,1 = = 66661bs T, n=1 0.65 (102.516 102916) 1 1 1 1 6666 = 4,333lbs Pullout SMmgth 6N_ a�.65 w„=1 roN,,, - c`t'„N,,,If'_500V' 3,071lbs Steel Strength tmN, 1= 9,056lbs Embedment Strength - Concrete Breakant Strength IoN„ I = 4,3331bs Embedment Strength - Rdlont Sl—gih (9Np.t - 3,071 Ibs 174A 1733.ai 1'.4 L2 17,42 173.3 c ,i C<atep v 1-B 17 4,2. t 17A 15 17,4 "_6 I', 4 12 d 174,27 I T F.2.1 1'.4 3 173.3 c it C'ategmn 1-B 1743.6 17A 3A PROJECT: Smcy Furrumre Wareho /-3EIZMIC FOR: Shoppas iVIM-1l Hendl _' ! .WDRESS: 1?m) S M"'ni. Snn t \` INC Grape tue. TX SHEET#: 10 MATERIAL HANDLING ENGINEERING CALCTI-VIED BY:.mg -"' DATE: 4 102026 n.t,�r.�: - ANCHOR ANALYSIS - SHEAR STRENGTH Conficuration 2 Elevation B Stml Strength oV V„7,235 ' Author -- per rrpert o -- 0.65 bV„=6a V„=0,65 1 7.235=4,703 lbs Concrete Breakout Strength W, d=03 A., ' 11.5C„ -- S, ' 1 5C„ th� - 216 N,fit, A,,, = 3C.1,, = 216 sq.in. w R9 w, .,=1 IF, = 1,732 d, - 0.5 in. L = I in. Thcsmallerof7lZ" d)°9dy'i.ift'csl ` and 9k,f1'caD'-14,948 lbs 6V,, - 6(A, A,J(T_)(w.,, )Iw, 0.' 1216C161 1 0.9 1 1732 14.948=16,311 lbs Pryout Strength 0V, o= 03 K -2 N- = 6,6661bs oV_ = eK.K,�. - (17 2 6,666 = 9,3321bs Steel Srrengih t6�-„i - 4,703 lbs Etnbedmeut Strength - Concrete Breakout Strength (oV„,) = 16,311 lbs Embedment Strength - Pryont Strength 16V_ 4 = 9,332 Its 17.51 17.43. Condit— a it 17.�.1 'a 17.5.2 17.1.1 ct-B 17 S.2,6 17, 17 175.'_.8 17 i._ _ 17. 16 d 17 17.5,2 2 b 17.1.1 1 17.5.3 17_1.3 C,B 17+31 PROJECT: S wy Furrumre Wareho /-SEIZMIC FOR: Shoppas NNIM-al Handl _' ! .WDRESS: 1?60 S M,,,tn. Son I \` INC Grap,aue. TX SKEET#: I MATERIAL HANDLING ENGINEERING C'ALCFl-VIED BY:.m8 - -"' DATE: 4 102026 PN: 20?60?'_3 003 iit��. - OVERTURNING ANALYSIS Confiimittion.2 Elevation B Pe RMI Sec 2.6.0 a ASCE746. Sac 15.53.6. Weivht of=k wiffi ail I—N laadod a, 67-A capacity. & wlth only t<xo level loaded FIT LY i OAFIFD VV",=12,600 IN W-=3001bs W.. 67° °=12,6u0 0.67 = 8,442 ]bs - V",,,,=tI 0027 1 0.6- &442-300i1=1601bs ,.I.- .... ,.,.;F; . M . V,,, IIt 160 116 - 18,560 in-lbs VI„=(IW 0,67)+1V I d Factor _--~ r- =((11600 0.67)-3,W 42 (15--183,582in-lbs (M „ - M,,) d -=115 560 - 183.58? i t aS = -3929 lbs tP, �,,,<uI--uplift I t Pea,,..,, - I IM . - DI„ t / d - (18.560 - 183,58'_) ' -1'_ - 4,812 lbs cao;, ans stev_t cn 1'OP SHELF LOAULD Shear =121 IN Ht-121 (118-R54-10ti 20=16,940iI lbs Nl, =d- 1V.1 c1=(4._200--300) (42 03)-=94,500 in-lbs P,,,,,,,=1 lM, -Nf )d=116940-94500) 42=-1,8461bs (P,,,,, < 01 - no aphfl ANCHORS Nu. of An hors (,A -I -): 1 Pull Out Capacty per Anchor (TY 3,071 IN Shear Capacity per Anchor: 4,702 Ibs COMBINED STRLSS Frilly Loaded =U0'I1 3071)+W60/2)'4,7021 =0.017 Top Shelf Loaded=)(01) 3A"I)+N121/2) 4,702) =0.013 Seismic L"pI aft -(0 1,;3,071 =0 Critical (L C-7B) PROJECT: S wy F.-.,e Wea ho /-3EIZMIC FOR: Shoppas:3letenzl Hendl _' ! 'WDRESS: 1? )o S ma- Snn t \` INC Grape— TX SHEET#: ?? MATERIAL HANDLING ENGINEERING CALCTLATED BY:.,g -"' DATE: 41U2026 P\": 20?6011_? 003 ;; f��. — Base Plate Analysis: Elevation B Ts ba4 plate 1111 be annlyzeC w.,h'he:.vnl:m); 1-,,, the i-A load P, :onn,nen v.0, the hlargah: esal'In� fian'. fhe r, orer,' t,lb i n nn}) Th, - -,-, a;e t.se:l l-. det.-menrq 11b: . I;: f,(�rren: capa. M1y M tl:e base pla4 !,(un.u:: r.�pa.rt�'uC tl:,; arri:ot bolts 3 V 1211,tiz ry: t,ib I. C;e smalleat vabc ohtair.d I:o-n'he.e ;h: e. s itsin F, = 36000 psi- P,, = 9000Ibs M ,a -- 0 in-lbs 2h rtY� P'3-P.,;(D Br 9000'(6 5, - 300 psi f - hi,,,, ! ID IT 6)-0 (6 5-,' 6) = 0 psi n l —.#-__ c __y__ n t + f,=f t'_ b, 'RI=O ('_ 1'5)=0psi a f,=t-t,=u-0=0psi M1,- ,b2 2-tb,� 2) (f.+t,-0.67 f,) f t I =(P._') (300-0'067 01=150 in-lbs -) 5,,., _ (B t 1 6 == 0.12sgJn. F_ = 0,9 F, = 32,400 psi ) �h f,rF,-M,'IS,.,., F,,,,;=150 0 l' 32,4(t0)=0.04 _ pf t Plate teidlh B 5 m. Plate depth D = 6 in. Plate thi,ko— l = 0.38 iu. Coham tatdth b = 3 in. C olumn depth d= 2.85 in. bi 1 to PROJECT: Smcy Furrumre Wsoho /-$EIZMIC FOR: Shoppas iVtetenal Hand] _' ! .WDRESS: 1?60 S '✓lain. son t \` INC Grapevine. TX SKEET#: 13 MATERIAL HANDLING ENGINEERING CALCTLATED BY:.aig --"' DATE: 4 102026 PN": 20260223 003 Eouation for Maximum Considered Earthouake Base Rotation Pn knit 201! co,n:nmtlsy! 61 k e+ki,e N Et sf W pih pt( k k ) , - the first iteration of the second order amplification term ` °` computed using W, from as — section 3.6.4 of the Cormnautary k�,k k +kt,�, (Ne+Nn(k k« }( k +k } n� b o� 1t712re: kul icicle 3 lvt = the \tvigla of it. ith pallet supported by the staC8ge rack min of h.tys 3 N 3i, h, -- the elevation of the center of gracnty of the ith pallet a with respect to the base of tht storage rack N, = the number of loaded I—L, k the rotational stiffness of Ole eontector k", = the flexural rotational stiffness of the heam-end ti, emu k.p dmnd k, _ [tit rotational snfTness oY me base platein- m k« = the fle-1 rotatimtai silliness ofdI, bast upright-tnd N, - the mentor of beam -to -upright connections f1 Its. N,, = the ❑timber of base plan connection; G 2-5n0,o - Le, h- w 6EL 4EI Et t 14, skip L k.= H k= H 143 w kip L - the dear spa. of the beams H = the clear height ofthenpright 1 = the nionttnt of inertia abort the beading axis of each beam I- - the moatent of inertia of each base upright E = the Young's modnlns of the beams a = 0.35 I,: Co(7+O,.)M„ C,-the dadectimiamplificutioufactorpersection?6.6 Eh = M, the base moment front analysiz k, q-019 in nnbraced direction. seismic separation for rack stmctoro is 0.05 h,,_ Therefore tano,,,,-0.5 Ea,,.. 2.862 not Oh nk ix4ax�nm momenta base nlsa M„� - if onz author. rhea 0 OR tk of an. hors � '_1 * anchor pull nit eapacim * spacing of anchor) Ssi hl„ —o kip -in ^ M OK -- "' - - PROJECT: Smcy F.-.,e Wa oho rSEIZMI6-- FOR: Shoppas MMorizl Handl - -- f ADDRESS: I?00 S M,,,i.. Snn r ` INC Grape— TX SHEET#: 14 MATERIAL HANDLING ENGINEERING C'ALCTLiTED BY:.m8 - -"' DATE: 41n2026 PN: 20260223 11n3 SLAB ARID SOIL ANALYSIS (LRFD) SIAISnil —Illia haled nn P-16.1 Methnd - F ,NfA MO A—dix D P , - Grav+ry_Laad Ise. Basle Load Combin t—) - 9,0W lbs Raae Plxie Y, =7.5 lf)-474psi 'A idthB 5m. d.reg'd=(P,,,, 10 1.72 t(P, r, E-) 101-3,61 f))-2.149in, Depth R" 61n. b = 1 L, d.req'd ' 112 tl - µ-I k,)P"=15.718 in. b.rey'd = 1.5 b = 24 in. Frame P L72[(k, r, H) 104 3.61 f, F 116,893]bs Imme depth d 4' in. ? °=o P,- 70,136IN = 0,13 SLAB AND SOIL ANALYSIS (ASD) Concrete Thickness t 6 in, 1vt,,X( ASD Load Combo 1, ASD Lnad Comb.'_. ASD Load Combo 31 fc 4,000 psi = 6,4501bs o 0.6 f - 7.5 (f")^--474psi ik 3 P_=1.T_[(k, r, F.1 UP -361 f. F=116,893 Fbs ° k, 50 P,,, d.req'd=(P40'1, 72 t(Iti r, FP10=-3,6} f,))'==2.149 in. !:=1F.,,d.req'di112 +1-µ-I k, U'"=15.718 in. ? 71 In h 3,604997 psi b.req'd = 1.5 b = za;n. P, - P,,; u 38,964 Ibs Pam, P, =0,17 PROJECT: S wy F.-.,e W—ho 3EEZMIC FOR: Shoppas:Ptatenzl H-di _' ! .WDRESS: I?00 S M"u.. Snn t \` INC G,ap, sue. TX SKEET#: _3 MATERIAL HANDLING ENGINEERING CALCTI-VIED BY: ,S DATE: 41W2026 Cantilewr Analvsh t; t; \\\ \ ��\ \, e „ ,: 4 M \\\\\\\ ® _zz z z z .. .. .. .. .. 2 > L -20 01 105 C5 o zzzz OZ a7 Q. 9 66 0. SEIZMIC ING PROJECT S'.acy Furniture VY-1 o FOR Prelim Shcppa's Material Handing(-X) MATERIAL-IAVDJN6 ENGINEC31N6 SHEET 28 TEL: (909) 669-0989 CALCULATED BY AT ang 1130 E CYP4ESS STR_E-, COVI NA, fA] 1724 DATE D 4,`1O/2026 ARM ANALYSIS. 11 CHECK BENDING wLL+wUL+I=W= 1,300 LB IMPACT LOAD, I= 25°1*wLL Marm= W . L/2 = 1300 US' (601N)/2 = 39,000 IN -LB Fb- 0.6*FY = 0.6*50000 PSI = 30,000 PSI fb= M/5 = 39000 IN�LB/1.93 IW3 ARM CAx5 4 = 20,207 PSI A= 4.0 IN B= 1,63IN fb/Fb= 0.67 <1.0 OR N=3,8501N^4 Sx= 1.9301N^3 2) CHECK DEFLECTION Fy= 50,000 PSI wLL—DL=W= 1,050 LB Lin— 60 0IN Lunsup= 60.0IN DEFLECTION= WL^3/8EI = 0.2541N Pitch 2 degree LENGTH/180= 0,3331N 2.0941N Net deflection= OK 3) CHECK CONNECTION CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION BOLT DIAM= 0,750IN N BOLT- 4 Ft= 44,000 PSI rIT)-- 0.25 Fu= 65,000 PSI BEARING PLATE THICK.=tmin= 0 5001N P1 IS MINIMUM OF 1 ENSION AND BEARING CAPACITY TENSION CAP= Ft -BOLT AREA-2 = 44000 PSI`(0.751N)^VQ`1/4)-2 = 38,877 LB BEARING CAP= Fu'BFARING AREA-2 = 65000 PSI*0.75 IN'O 5 IN '2 = 48,750 LB P1= 38,877 LB Mop- PI * DI Di= 4.51N = I74,9471N-LB OK SEIZMIC ING MATERIAL -IAA D- N6 iN61 NE[PN6 TEL: (909) 669-0989 1130 E CYP4ESS STR_E-, COVINA, CA]1724 COLUMN ANALYSIS: SINGLE SIDE PROJECT S'.acy Eu'.1—Iv—h— FOR Prelim Shcppa's Material Handing(-X) SHEET NO. 29 CALCULATED BY ang DATE 4,`10/2026 1) STATIC LOADS P.-- A LVIS xARM LOAD = 4,200 LB Mstadc= ZARM MOMENTS = 4 LVIS x W x (L/2+A/2) = 4200 LB x f601N/2 + 18 IN/2) = 163,8001N-L9 (kl/r)x = 2.4 x 176 IN / 6.31N = 67.05 (kl/Uy = 1.2 x 52 IN / 1.267 IN = 49.25 (kI/r)max= 67.05 Cc = (2nA2E/Fy)A0.5 107.9 SINCE (KL/r)max , Cc, USE EQFN E2-1 COLUMN Fa= (1-(fkl/r)42/2CCA2))FV TYPE=18"d CHI C3x35 5/3+3(kl/U/8Cc-ikI/r)A3/8CCA3 A= 18.00 IN = 21,581 PSI B= 300IN Area- 1.761NA2 fa= P/AREA {x= 112 431NM = 2,386 PSI Sx= 12.491NA3 = 6,30 IN fa/Fa= 0.11 <0.15 IY=2831NA4 Sy= 1 89INA3 fbx= M/S Fbx= 0.6Fy y 1,27IN 13.114 PSI = 30,000 PSI Fy= 50,000 PSI Kx= 2.4 F'ex= 112'rt-2`E)/(23°(KL(rx)12) Ky= 1.2 - 33,219 PSI Lx= 1761N Ly= 52IN fb/Fb= 0.44 (1-fa(F'e1= 1.00 Cm= 0,85 CHECK IN TERACION EQt N(S): (H1-3): fa/Fa +fb/Fb= 0.55 t1.0 OK 2) CHECK EFFECT OF SEISMIC LOAD 0.75"Mseis-sgl= 30,2731N-LB fb= (Mstatic+Mseismic)/Sx _(163800IN-LB +302731N-LB)112.491NA3 = 1S,S38 PSI CHECK INTERACTION EQTN(S): (H7-3): fa/Fa +fb/Fb= 0.63 e1.0 OR SEIZMIC ING MATERIAL -IAA D- N6 iN61 NEER1N6 TEL: (909) 669-0989 1130 E CYP4EsS STR_E-, COVINA, fA91724 COLUMN ANALYSIS: DOUBLE SIDE. SINGLE SIDE LOADED PROJECT S'.acyFurnituretVareh— FOR Prelim Shcppa's Material Handing(-X) SHEET NO. 30 CALCULATED BY ang DATE 4(10/2026 1) STATIC LOADS Pmax= 4 LVIS xARM LOAD = 4,200 LB Mstatic= JAR M MOMENTS = 4 LVIS x W x (L/2+A/2) = 4200 LB x f661N/2 + S81N/2) = 163,8001N-L8 (kl/r)x = 2.4 x 176 IN / 6.31N = 67.05 (kl/r)y = 1.2 x 52IN / 1.2671N 49.25 (kI(r)max= 67.05 Cc = (2T02E/FYY`0.5 = 107.0 SINCE (KL/U—, Cc, USE EQTN E2-1 Fa= fl-(fk1/r)A2/2C&2)IFV COLUMN 5/3+ 3(1,1/U/8Cc - ikI/U43/8CcA3 TYPE-18" d ObL C3x3 5 = 21,478 PSI A= 18 GO IN B= 3.bb IN I-P/AREA Area= 1.76 INW2 = 2,386 PSI Ix= 112.43 IN-4 Sx= 12.491NW3 fa/Fa= Oil <0.15 rx= 6.30IN ly= 2 831NW4 fbx= M/S Fbx= O.6Fy Sy= 1.891NW3 13.114 PSI = 30,000 PSI y= 1.271N Fy= 50,000 PSI F'ex= W12-VE)/(23-(KL/rx)A2) Kx= 2.4 - 33.219 PSI KY= 1.2 Lx= 1761N fb/Fb= 0.44 (1-fa/F'e)= 1.00 Ly= 521N Cm= 0,85 CHECK IN TERACHON EQt N(S): (Hi-3): fa/Fa +fb/Fb= 0.55 <1.0 OR 2) CHECK EFFECT OF SEISMIC LOAD 0.75"Mseis-sgl= 30,2731N-LB fb= (Mstatic+Mseismic)/Sx _(302731N-LB+1638001N-LB)112.491NW3 = 15.538 PSI CHECK INTERACTION EQTN(S): (H7-3): fa/Fa +fb/Fb= 0.63 11,0 OR SEIZMIC ING MATERIAL-IAVDJN6 iN61NEIRIN6 TEL: (909) 669-0989 1130 E CYP4ESS STR_E-, COVINA, fA91724 COLUMN ANALYSIS: DOUBLE SIDE. BOTH SIDES LOADED 1) STATIC LOADS Pmax= # LVLS x ARM LOAD x 2 = 8,400 LB Mstatic= JARM MOMENTS = 0IN-LB (kl/r)x = 2.4 x 176 IN / 6.31N = 67,05 (kl/r)y = 1.2 x 52 IN / 1,267 IN = 49,25 (kI(r)max= 67.05 Cc= (2nA2E/Fy)A0.5 = 107.0 SINCE (KL/r)max, Cc, USE EOHN E2-1 Fa= I1-Ukl/r)A2/2C&2)IFy 5/3+ 3(kl/U/8Cc - ikI/r)43/8Cc-3 = 21,478 PSI fa= P/AREA = 4,773 PSI fa/Fa= 0.22 ' 0.15 fbx= MI S Fbx= 0.6Fy = 0 PSI = 30,000 PSI F'ex= I12'n-VE)/(23-(KL/rx)-2) - 33.219 PSI fb/Fb= 000 (1-fa/F'e)- 0.86 PROJECT S'.acyE r.1 reVVareh— FOR Prelim Shcppa's Material Handing(-X) SHEET NO. 31 CALCULATED BY ang DATE 4(10/2026 COLUMN TYPE-18"d ObL C3x3 5 A= 18 00 IN B= 3.06IN Arc-1.76 INA2 Ix= 112.43 IN-4 Sx= 12.491NA3 rx= 6.36IN Iy= 2 831NA4 Sy= 1.891N-3 ry= 1.271N Fy= 50,000 PSI Kx= 2.4 KY= 1.2 Lx= 1761N Ly= 52IN Cm= 0,85 CHECK INTERACTION ECJN(S): (HI-1): fa/Fa +Cmx * fbx/[Fbx * (1-fa/F'ex)] = 0.22 <1.0 OK (H1-2): fa/0.6Fy+fb/fb= 0.16 2) CHECK EFFECT OF SEISMIC LOAD 0.75"Mseis-sgl= 60,5471N-LB fb= (Mstatic+Mseismic)/Sx _ (60547 IN -LB +O INAB)/12 491N ,3 = 4,848 PSI CHECK INTERACTION EQTN(S): (HI-1): fa/Fa +Cmx-fbx/[Fbx*(1-fa/F'ex)]= 0.38 a1.0 OK fa/0.6Fy+fb/Fb= 0.32 S07MVC INC Mp,TER'A' lAVDJNG:N61NECiIN6 1309156'J-9389 �A 31724 1i30 L CYV3ESS 9 CUVINA, pVERTURN1td6: SIN61E SVt)E V. 207 LR Mcut= 'L-11" 30,364{N'L6 EAlt= I,kpL> 0.67a NI2 L/2 = 2gAp t& " '06,560INiE PUPUft= lMn„t-0.6'Mst5 <(4436a S066004 IN -==NO UPU" -31) t13 +.nc4 FurMxi.uet�a3elwa Nandmg l"%1 PROJECT Prel+nr ShcVV�'s OA SHEET NO. ,,,jIATfD BY 0.; 16)2'J26 DATE 57EV=�- �p1-a'SO L9=WUL= 200 LH �LtWlOL'3 LEI=W LL= a 000 LB lhase- 7afN e= z.p IN d= 7d.0 YN -60 IN Nn= 2540IN 0.5' x3.47S" MN.fMBEDMENT SimPsnV Strong Bott 2 TOT.Of ANCHORov OS P£RR£NO% 2 ANCHOR PULLOUT CAVAC4iV= 1,l.g3p LB 900 L6 ANCHOR SHEAR CAPACI {o'Smoo Lui+t2or L80320L"} 0.93 5 12 OK tat ascotte� cax{ } t9"t aasclal al „4xtis xa'o 91 p£S'i ? µi�yd3tlVpN1 Ol1(13 NQNONtl 9}pp0i4'Q5tl NiN6 aµ') "o ViOU�dwsS iN3Wp'gVA3 NtIN ,SLS 9I5 ti'1fE i4 9 � x 1�IgiassS of gvsz Y1 N100 C1t a45t "ta Ni R£t -_}1iM1`9}O(Nit. 'K1i gry [s0atr ,}4M:8'i p5.8` �8431tl1�}� 9T.C2!O�ve .pp 133�+ 4i N� s eddxR Wrtbrd }03[ONd lX' u�8'ue ale�`va nl asmNanl h�eS 060'vi tr100R'�+40 trgnoWl =1Utdnd 1i11d �QN��. ¢�(154ti.a p 81'9t pp9'46x' TINt trCi *,U+ QMl-lW4 ii i .111V'LO fil ypx -h �-19N15 ii115918i1V"^""'� laeli qZ CIE d-1 tlN'n a0Ka9160 ���tliti.ltlW 6&+ prttll' pN1Y)iNl'JNi 9N�� �Nt „w-t13s > tat oscat(e� atal � t� p°sslal of „4xtis ao'o 91 p£S'i ? µi�yd3tlVpN1 Ol1(13 NQNONtl 9}pp0i4'Q5tl NiN6 aµ') i0 ViOU�dwtS iN3Wp'gVA3 NtIN ,SLS Ex„5p 8I5 ti'}fE i4 9 � T 1�igiaisS of gasz Y1 N100 C1t6ro£t "ta 91 p44 R `ry4 :8'i p5.8o16i a} 00ro ' �8431tl1�}� 9T.C2!p�ve .pp 133�+ yi N� s eddxR Wttb�d }03[ONd lX' u�8'ue ale�`va nl asmNanl h�eS g}Str g� 1i11d P1Q1trtp�t 4V a0�*"oWl �sl+idttd 81'Nt p6N'Z94 TlNttrii *,sl Q 1, =ystN zi i .111V'LO a}N1��Lu�2 _�naW at atb 'A H1083Ot53'1811�"%^'" ta<ic yule n �N,n a�Kast�o ��'�v�v'.ivw 6&+ prttll' pN1Y)iNl'JNi 9N�� �Nt „w-t13s SEIZMIC ING MATERIAL -IA lD-lNG iNGINE[Rl NG TEL: (909) 669-0989 1130 E CYPqESS STR-E-, COVINA, 04]1724 BASE ANALYSIS: 11 CHECK BASE MEMBER Mb— 194,013 N-1-8 fb= Mbase/ x 194073 N-1-13/1149 IN-3 15,538 PSI Fb- 0.6'Fv = 30,000 PSI fb/Fb = 0,52 5 1,0 OK 21 CHECK BASE TO COLUMN CONNECTION CAPACITY OF 2 LINE 1313/4"0 GFED. 5 BOLTS AT 2"O.C. Tcap - Ft x AREA x # of BOLTS 44000 PSI x 0 442 IN-2 x 2 38,877 LB PROJECT S-V E .I.,e Wareh— MR P,,I,, Sh,pp,', Material H,od g (-X) SHEET NO. 35 CALCULATED BY ..g DATE 4,'10/2026 Meap-Tcapx(dl,d2'2/dl+d3-2/dl+d4'2/dl+d5-2/dl+d6-2/dlI 362,854 NAIS > Mb—, OK mb,—./meap = 053 S 1.0 OK BASE TYPE= 18"d Dbl, C3x3.5 A= 18.00 IN B= 3 00 IN 1- 0.1251N Sx= 12.49 W3 FLY, 50,000 PSI Solt 0 = 0,75 IN Bolt Area = 0A4 IN12 of B.Itl/Ua. = 3 FP - 21,000 PSI Ft = 44,000 PSI ra = 65,000 PSI onto = 0.38 IN dl 6,00 IN d2 = TOO IN d3 2 00 IN d4 = 0.00 IN d5 = 0.00 IN d6 = 0+00 IN SEIZMIC ING MATERIAL -IAND- N6 iNGI NEIRING TE.: (909) 669-0989 1130 E CYP4E55 STR_E-, COVINA, (A]1724 DOWNAISLE BRACE: SINGLE SIDE V"Occurrence= 1. LB Occurrenceat every bay Horizontal Member (ki/rlmax= (k e Lhonzi/r one _ (0 8 x 144 IN /1.63 IN) = 70.71N Fe= n`E/Iki/r)` = 57.302 PSI Fy/2= 18,000 PSI SINCE FY,FY/2. Fn=Fy'(1-fy/4fe} = 30,346 PSI Pn= AREA-Fn = 1.381N^2 * 30346 PSI = 41,11711 Pahow= P. /Do = 41877 LB /1.92 = 21811 LB fa/Fa= 0.01 <1.0 OK Connection Check: Shear Capacity of Bolt Vcap = Fv' Bolt Area = 11000 p,i * BASS i1-12 = 4,123 to Beenng Capacity Veep = 1.2 " Fu " Bearing Area = 1.2 ° 65000 psi " 0.125 m^2 = 9,750 lb Resistance to Black Shear Av = (L - 0.5`1+ole)"Thk = 0.180 in^2 At = MST 0.5*Hale}*Thk = 0.117 in12 Wab = 0,3AvFu I0.5AtFu 7,313 Re CONN STRESS 225 LB/4123 LB 0.05 <_ 1.0 OR PROJECT S-V Furniture Oi,ehouse FOR Peel- Shcppa's Material Handing(-X) SHEET NO. 36 CALWLATED BY ang DATE 4,`10/2026 Y= 521N 0= 144 IN Horizontal Member C4x4.5 AREA= 1.3801N^2 r = 1.6301N FY 36,000 PSI Do= 1.92 Bolt Sneci ications Bolt 0 = 0.500 in Hole = 0.563 m train = 0.250 in Bolt Area = 0.196 av-2 Bearing Area = 0.125 in-2 Fv = 21,000 ps. F. = 65,000 ps. SEIZMIC ING MATERIAL -IAV D- N6 iN61 NEER1N6 TEL: (909) 669-0989 1130 E CYP4E85 STR_E-, COVINA, (A]1724 DOWNAISLE BRACE: DOUBLE SIDED V'Occurronce= 424 LB Occurrence' at every bay Rorimntal Member (ki/r)max= (k e Lho-1/r mra _ (0 8 x 144 IN /1.63 IN) 70.71N Fe= n`E/Iki/r)` = 57.302 PSI Fy/2= 18,000 PSI SINCE FY,FY/2. Fn=Fy'(1-fy/4fe} = 30,346 PSI Pn= AREA-Fn = 1.381N^2 * 30346 PSI = 41,11711 Pahow= Pn/Dc = 41877LB /1.92 = 21,811 LB fa/Fa= 0.02 <1.0 OK Connection Check: Shear Capacity of Bolt Vcap = Fv' Bolt Area = 11000 p,i * BASIS i1-12 = 4,123 to Beenag Capacity Veep = 1.2 " To " Bearing Area = 1.2 ° 65000 psi " 0.1251n^2 = 9,750 lb Resistance to Black Shear Ay = (L - 0.5`H01e)"Thk = 0.180 in^2 At = MET 0.5*Hale}*Thk = 0.117 in12 Wab = 0,3AvFu I G,5AtFu 7,313 Re CONN STRESS= 4511B/4123 LB 0.11 <_ 1.0 OR PROJECT S-V Furniture VV,ehoise FOR Prebm Shcppa's Material Hand ing(-X) SHEET NO. 37 CALOILATED BY ang DATE 4,`10/2026 Y= 521N 0= 144 IN Hnrimntal Member C4x4.5 AREA= 13801N^2 r m- 1.6301N Fy= 36.000 PSI Or= 1.92 Bolt Specifications Bolt 0 = 0,500 in Hea=0.563m train = 0.2501n Bolt Area = 0.196 in-2 Bearing Area = 0.125 in-2 Fv = 21,000 psi Fu = 65,000 ps, SEIZMIC ING PROJECT S'.acyFurnitureWard'— FOR M Prelim Shcppa's aterial Handing(-X) M4TERIAL-IAVDJN6 ENGINE[BIN6 38 TEL: (909) 669-0989 LAT ATED BY CALCULATED 1130E CYP4E5 STR_E-, COVI NA, fA] 1724 DATE DATE 44 4,`LO/2026 CHECK SLAB AND SOIL: SINGLE SIDE P--4,200 LB Mseis. 30,2731N-LB = 5*0 65'(4000 PSI)-0 5 = 206 PSI I Scopc. b'tA2/6 = 1'(6IN)^2/6 =6.00I1,1^3 <===PER INCH ..� ;m Mconc = (FsoiIJ144 ` I12)/2 f't= Mconc./Sconc. =J(FS 1/144" ^2)(2)/6IN13 IA2- 2886 11,19' 205.5 PSI/Fsoil = 35511 NA2 E I= 218IN"'^^� fa= Pmax/Area = 4200 LB"144/(128 IN " 53 IN} = 89 PSF t= ED IN fc= 4,000 PSI fb= Msels/Sx 0= 0.65 = 30273 IN-L8*6*144/[(1281NI^2'53 IN) Fsod= 1,000 PST = 30 PST BASE LENGTH= 78.00 IN BASE WIDTH= BIN Fallow = 1,000 PST A= 128D IN B= 53.0 M COMBINED STRESS fa ifb= 119 PSF <Falow, OK CHECK STABILITY I B Wt FTG. = 3,533 LB 1 Wtotal = 7,733 LB ----..........._.__...__.._______. e = Mmax / Wtotal = 3.91 IN,m ^- stability/ratio= M03 c 1/3 STABLE SEIZMIC ING PROJECT S'.acyFurnitureWard'— FOR M Prelim Shcppa's aterial Handing('X) M4TERIAL-IAVDJN6 EN61NEC31N6 9JEET NO. 39 TEL: (909) 669-0989 CA1-Cl1LATED BY ang 1130 E CYPIM STR_ E-, COVI NA, CA 91724 DATE 440/2026 CHECK SLAB AND SOIL: DOUBLE SIDE. SINGLE SIDE LOADED P--4,200 LB Mseis. 30,2731NAB Ft- 5*OEHP )^0.5 =5*065'(4000 PSI)^05 - - =206 PSI p Sconc. b't^2/6 = 1*IS E}^2/6 =6.00I1,1^3 <===PER INCH Mconc - IFsoil/144 ` 112)/2 r R1 ft= Mconc./Sconc. . . =J(Fc 11144" ^2)(2)/6IN13 I^2= 288 - 6 iN^3 ` 205.5 PSI/Fsol = 35511 N^2� I= 20 8IN fa= P—/Area �- = 4200 LB*144/(186 IN "' 51 IN} = 64 PSF t= ED IN fc= 4,000 PSI fb= Msels/Sx 0= 0.65 = 30273 IN-LB*6*144/[(1861N)12*51 IN) Fsod= 1,000 PSF = 15 PSF BASE LENGTH= 138 IN BASE WIDTH= 3IN Fallow = 1,000 PSF A= 186D IN B= 51.0 IN COMBINED STRESS to+fb= 79 PSF <Falow, OK CHECK STABILITY I Wt FTG.=4,941 LB Wtotal = 9.141 LB e= total 3.31IN = 3.31 IN stability/ratio= 0,02 c 1/3 STABLE SEIZMIC ING PROJEa S'.acyFurnitureWard'— FOR M Prelim Shcppa's aterial Handing('X) M4TERIAL-IAVDJN6 EN61NEC31N6 SHEET NO. 40 TEL: (909) 669-0989 CALCULATED BY ang 1130 E CYPIM STR_ E-, COVI NA, CA 91724 DATE 440/2026 CHECK SLAB AND SOIL: DOUBLE SIDE. DOUBLE SIDES LOADED P-- 8,400 LB 160,5471NAB Ft- 5*OHP )^0.5 =5*065'(4000 PSI)^05 — — =206 PSI p Sconc. b't^2/6 = 1*ISIE)^2/6 =6.00I1,1^3 <===PER INCH Mconc - IFsoil/144 ` 112)/2 r R1 ft= Mconc./Sconc. . . =J(Fc 11144" ^2)(2)/6IN13 I^2= 288 - 6 iN^3' 205.5 PSI/Fsol = 35511 N^2� I= 20 8IN fa- Pmax/Area -- = 8400 LB*144/(186 IN " 51 IN} = 129 PSF t= ED IN fc= 4,000 PSI fb= Msels/Sx 0= 0.65 = 60547 IN-LB*6*144/[(1861N)12*51 IN) Fsod= 1,000 PSF = 30 PSF BASE LENGTH= 138 IN BASE WIDTH= 3IN Fallow = 1,000 PSF A= 186D IN B= 51.0 IN COMBINED STRESS fa+fb= 158 PSF <Falow, OK CHECK STABILITY I Wt FTG.=4,941 LB Wtotal = 13,341 LB e = Mmax J Wtotal y stability/ratio= O02 c 1/3 STABLE ECEIVED: 04/23/2026 DATE OF ISSUANCE: 26-001469 "STACY FURNITURE" 1900 S MAIN PALLET RACKING PERMIT#: I a 0 a 11 -, 0-140 '14,004 " 0 # I X I Nam= [a a folm v PLO] #;I ft�%§As I w Nov I a WN I I Lim 9W .W� JOB ADDRESS:-, 0 LOT: BLOCK: SUBDIVISION: �*lljvvwh BUILDING CONTRACTOR (company name): -7- < J CURRENT MAILING ADDRESS: Y-1 CALAs- CITY/STATE/ZIP: V-10Y-k- \fJ 7,4, PH: # 2�51_i% - 346O,525 Fax # PROPERTYOWNER: CO r\ CURRENT MAILING ADDRESS: CITY/STATE/ZIP: PHONE NUMBER: Q) I rROJECT VALUE: $ FIRE SPRINKLERED? YES W City of Grapevine PO Box 95104 Alteration Grapevine, Texas 76099 817) 410-3166 Project # 26-001469iie ProjectDescription: Installing high -pile storage pallet racking." [ELECTRONIC REVIEW] Issued on: 05/04/2026 at 4:02 PM ADDRESS INSPECTIONS 1900 S Main St. 1. Final Fire Dept Inspection 2. Building Final Grapevine, TX 76051 LEGAL Metroplace Addition 2nd Instl Blk 6 Lot 11 Shell Building I� +. , DLING ..388-3808 i r r ♦ t **NAME OF BUSINESS VALUATION Square Footage Acreage What is use of Building/Structure? * CONSTRUCTION TYPE * OCCUPANCY GROUP DOCUMENTS - MISC 01 DOCUMENTS - MISC 02 * ZONING DISTRICT 61 i Building Permit,Plan Review • E JENNIFER RODRIGUEZ 945-38-3808 STACY FURNITURE 48000 58725 WAREHOUSE/STORAGE 1113 -1 PlansCalcs.dt BuildingPermitApiication.pdf cc TOTALI $ 810.50 $ 810.50 $ 810.50 $ 526.83 $526.83 $ 526.3 �• t►rr• i • rar, , � Page 1/2 MYOOV.US 26-001469, 0510412026 at 4:02 PM Issued by: Amanda Robeson THE DESIGN PROFESSIONAL / OWNER IS RESPONSIBLE FOR OBTAINING SUCH APPROVAL FROTHE APPROPRIATEt . ■ OR FEDERAL Signature City of GrapevineBuilding Commercial Alteration Project # 26-00146 1) ALL work must be done in compliance with the 2021 INTERNATIONAL BUILDING CODE. "ALL work ISSUED prior to January 1, 2024, must be done in compliance with the 2006 INTERNATIONAL BUILDING CODE. 2) City Approved Stamped Plans must be on -site for ALL INSPECTIONS. 3) Project address must be clearly posted at the job site. NOTES > 24 HOUR INSPECTION ET (17) 410-3010, CUT OFF TIME FOR A.M. INSPECTION IS 7:30 A.M. --- CUT OFF TIME FOR P. INSPECTION IS 1:0 P.M. a PERMIT! IN ACCORDANCE WITHAPPLICATION FILE IN I OFFICE. ■ r . r r �r �', � i i is � . � Page 2/2 MYGOV.US 26-001469, 05/04/2026 at 4:02 PM Issued by: Amanda Robeson