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JOHNSTON PROJECT NO: SHEET NO: OF: <br />1935000706 9 13 <br />BURKHOLDER PROJECT NAME: <br />JBAAssocIATES #0706 - Zephyrhills, FL <br />consulting structural engineers MADE BY: DATE: <br />MAV 03/26/19 <br />930 CENTRAL' CANSAS CITY, MCA 64105 CHECKED BY: DATE: <br />8I6.42I A200 • W W WJ8AhNGR.00 M <br />Shelving / Double Sided 90" Tall "X" 5 Level 36X <br />2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) <br />Punching Shear Check: <br />(Design per ACI 318-14 section 14.5.5) <br />Max. Factored Vertical Load (P) = <br />665 Ibs <br />Slab Concrete Vc = <br />2500 psi <br />Slab thickness (t) = <br />4 in. <br />Rack Post X-X = <br />2 in. <br />Rack Post Y-Y = <br />2 in. <br />b,= <br />24.00 in. <br />9 = <br />1.00 <br />V = <br />19200 Ibs Eq.(22-10) <br />Vn max = <br />12768 Ibs Eq. (22-10) <br />OV = <br />7661lbs <br />V„/OV"= <br />0.087 < 1.0 O.K. <br />Slab tension based on Soil bearing area check: <br />x-x <br />r+-r- -a- s - N <br />I ` <br />1.....,4 <br />�ba . <br />(Punching Perimeter) <br />,M, BEA?A FIXED AT ONE END, FREE TD DEFLECT VERTICALLY BUT NOT <br />ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD <br />Allowable soil bearing = 500 psi <br />Max. Vertical Load (Service) (P) = 546 Ibs <br />Area reqd. for bearing (A ad) = 1.09 fe <br />"b" distance = 12.54 in <br />Slab thickness (t) = 4.00 in <br />S = (1")(t)2/6 = 2.67 in3An <br />�M,a (tension allowable) = Q7.5)[(f'")"2](S) = 600 in-lb/in <br />Factored uniform bearing, w = P / A_A = 4.23 lb/in/in <br />M = w L2/3 = (w )[(b-(2"))Y2)2j / 3 = 39.12 in-lb/in - Dell. End M1 = 20 in-lb/in <br />M,IAMM= 0.065 < 1.0 O.K. <br />Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab <br />on Grade: <br />Width of Single Rack = <br />24 in <br />Slab thickness (t) = <br />4.0 in <br />Modulus of Rupture, f,= 7.5'SQRT(fc) = <br />375.0 psi <br />Concrete Slab Section Modulus, S = b(02/6 = <br />32.0 in3/it <br />Allowable Concrete Slab Bending Moment, M,, = S'fr = <br />1000.0 ft'Ibs/ft <br />Effective Cantilever Span Length (Lj at Ma, = <br />6.3 ft <br />Total Length of Slab (I, + Width of Single Rack) = <br />8.3 ft <br />Trib. Width of Slab = Trib width of Rack = <br />4.0 ft <br />Weight of Concrete Slab at Rack (P_) = <br />1665 Ibs <br />Resisting Moment - Concrete Slab at Rack, MRST(,MI = P— ` L"/2 = <br />83158 in"Ibs / <br />Load Combination 01: MOT = 731 in"Ibs <br />MRSTIRrkI + MRST(W b) = 94408 in"Ibs <br />Total Overturning FOS = 129.232 OK <br />Load Combination #2: MOT = 382 in'Ibs <br />MRSTIRaki + MRSTNWn 87358 in"Ibs <br />TM.1 rl —h—inn Fr)-', = 99A Ado nl( <br />EFEECTIVE <br />SL! 4B SFAt l <br />TaW Eegrkr_ tNslftrrm LosO » 3 ai <br />R - V - . . <br />a.'rrf. <br />Yx <br />or..ex:. <br />M max.�sttlapolfld� <br />w(+. <br />.. <br />M. [ it. AMNotbd Mal <br />NJr .... ,.. . <br />" 5+p(is -- 80 <br />tA!3 DEP rH1, <br />a <br />w <br />F— <br />J I ' <br />(10 �: <br />36X - Full Gondola <br />