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PROJECT NO: SHEET NO: OF: <br />JBAJOHNSTON 1935000706 7 13 <br />BURKHOLDER PROIECTNAME: <br />AsSOCIATES #0706 - Zephyrhills, FL <br />consulting. Structural engineers MADE BY: DATE: <br />MAV 03/26/19 <br />930 Ch-NTRAL -- KANSAS CITY, MO 64105 CHECKED BY: DATE: <br />816.421,4200- WWW.1BAENGRC0M <br />Shelving / Double Sided 78" Tall "V" 5 Level 36V <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 (Pu) = <br />656 Ibs <br />Slab Concrete Vc = <br />2500 psi <br />Slab thickness (t) = <br />4 in. <br />Rack Post X-X = <br />2in. <br />Rack Post Y-Y = <br />2; in. <br />bo= <br />24.00 in. <br />0 = <br />1.00 <br />V.= <br />19200 Ibs Eq.(22-10) <br />Vn Max = <br />12768 Ibs Eq. (22-10) <br />OVn = <br />7661 Ibs <br />MAV = <br />0.086 < 1.0 O.K. <br />r— n <br />.* J N <br />I <br />I . <br />_4.,I <br />�bo a <br />(Punching Perimeter) <br />24. BEAM FIXED AT ONE END FREE TO DEFLECT V'Ai I V <br />Slab tension based on Soil bearing area check: <br />Allowable soil bearing = 500 psi <br />Max Vertical Load (Service) (P) = 543 Ibs <br />Area reqd. for bearing (A_d) = 1.09 ftZ <br />'b' distance = 12.51 in <br />Slab thickness (t) = 4.00 in <br />S = (1')(t)2/6 = 2.67 in3fin <br />�Mm (tension allowable) = Q7.5%f'o)'r2)(S) = 600 in-lb/in <br />Factored uniform bearing, wu = Pu / Ar.0 = 4.20 Ib/in!n <br />Mu= w.L213 = (wu)[(b-(2')y2)21 / 3 = 38.60 in-lbin - Defl. End M1 = 20 in-lbliin <br />KAM = 0.064 < 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, fr= 7.5'SQRT(fc) = <br />375.0 psi <br />Concrete Slab Section Modulus, S = b(t)Z/6 = <br />32.0 in/ft <br />Allowable Concrete Slab Bending Moment, M. = S"fr = <br />1000.0 ft`lbs/ft <br />Effective Cantilever Span Length (L j at Mm = <br />6.3 ft <br />Total Length of Slab (lo+ Width of Single Rack) = <br />8.3 ft <br />Trib. Width of Slab = Trib width of Rack = <br />4.0 It <br />Weight of Concrete Slab at Rack (Prq �) = <br />1665 Ibs <br />Resisting Moment - Concrete Slab at Rack, MRsT(.mn) = Poo o' Lo/2 = <br />83158 in'Ibs 10 <br />Load Combination #1: Mor = 639 in`lbs <br />MRSTM,. kl + MRsrab) = 94408 in'Ibs <br />Total Overturning FOS = 147.757 OK <br />Load Combination #2: MoT = 334 in'Ibs <br />MRSTM xt + MRsrkwn) = 87358 in•lbs <br />RESTATE AT OVER—UNIFORMILY DISTRIBUTED LOAD I 111t3I <br />Toth Eapr1M, Unffrrm Load <br />» 9 w1 <br />Vt <br />....wx, <br />tl�.m7rx.(stFaMQMnA� <br />m''' <br />M, (At **"mud M d) ;. <br />L+ <br />i <br />3ma : (et &*&,w *ad) <br />.. a <br />a <br />, 9,4SE ,DEPTH <br />gECTIVE j 0 <br />t_LIJ <br />rN"ILE'v'E F -D <br />Si-ASPAN <br />36V - Full Gondola <br />