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JBAJOHNSTON <br />BURKHOLDER <br />AsSOCIATES <br />consulting structural engineers <br />930 CENTRAL K.ANSAS CITY, MO 64105 <br />816A21.4200 - W W W.JBAENGR: Cf.)M <br />/ Double Sided 90" Tall "X" 5 Level <br />2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI <br />Punching Shear Check: <br />(Design per ACI 318-14 section 14.5.5) <br />IROJECT NO: <br />1935000706 <br />2ROJECi NAME: <br />#0706 - Zephyrhills, FL <br />MADE BY: <br />MAV <br />:HECKED BY: <br />48X <br />'ANSI/MH16.1-12) <br />Max. Factored Vertical Load (P) = <br />763 Ibs <br />Slab Concrete f rc = <br />2500 psi <br />Slab thickness (t) = <br />4 in. <br />Rack Post X-X = <br />2 in. <br />Rack Post Y-Y = <br />2in. <br />b.= <br />24.00 in. <br />0 = <br />1.00 <br />V = <br />19200 Ibs Eq.(22-10) <br />V max = <br />12768 Ibs Eq. (22-10) <br />oV = <br />7661lbs <br />V,JAV = <br />0.100 < 1.0 O.K. <br />H/2 X—X H,/2, <br />N <br />la I \ <br />I <br />1 N <br />4 <br />bo <br />NO: OF: <br />13 13 <br />03/26/19 <br />(Punching Perimeter) <br />20. BEAM FIXED AT GIVE END FREE TO DEFLECT YER <br />Slab tension based on Soil bearing area check: <br />Allowable soil bearing = ' <br />500,', psf <br />Max. Vertical Load (Service) (P) = <br />637 Ibs <br />Area regd. for bearing (A_d) = <br />1.27 fe <br />"b" distance = <br />13.55 in <br />Slab thickness (t) = <br />4.00 in <br />S = (1')(t)2/6 = <br />2.67 in'/in <br />�M,a (tension allowable) = m,(7.5)[(f'0)"2I(S) = <br />600 in-lb/in <br />Factored uniform bearing, w = P / A_d = <br />4.16 Ibfinfin <br />M. = w L2/3 = (w )[(b-(2"))/2)2) / 3 = <br />46.19 in-lbfin - Defl. End M1 = 24 in-lbin <br />M,J��= <br />0.077 < 1.0 O.K0.077 < 1.0 O.K <br />Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: <br />Width of Single Rack = <br />33 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(t)2/6 = <br />32.0 in3/ft <br />Allowable Concrete Slab Bending Moment, M.. = S'fr = <br />1000.0 ft'Ibs/ft <br />Effective Cantilever Span Length (Lj at M,r = <br />6.3 ft <br />Total Length of Slab (I,+ Width of Single Rack) = <br />9.1 It <br />Trib. Width of Slab = Trib width of Rack = <br />4.0 ft <br />Weight of Concrete Slab at Rack (Pry) = <br />1815 Ibs <br />Resisting Moment - Concrete Slab at Rack, IMRST(wb) = P_' L./2 = <br />98817 in"Ibs <br />Load Combination #1: MOT = 859 in"Ibs <br />MRST(R.kl + MRST(wb) = 117050 in"Ibs <br />Total Overturning FOS = 136.268 OK <br />Load Combination #2: MOT = 436 in"Ibs <br />MRST(R-k) + MRST(.I b) = 105417 in"Ibs <br />Total Overturning FOS = 242.014 OK <br />TN kLY BUT fIOT <br />RDTATE AT OTHER --UNIFORMLY DISTRIBUTED LOAD <br />EFFECTIVE <br />;A.r�`FILEVEPED <br />SLAB SF --'AN <br />I-.E.NGTH I._c <br />'tow Equiv,,Uniform Low <br />R:-V .. . . <br />�k) <br />is itud tn,#) .\. . . <br />wf+ <br />My (S'te.a. udow) .. ,R.: <br />tl€MA\.(0 <br />342) <br />Amax. l"tdsAfobdeaq, . <br />"R1 <br />% <br />4 <br />48X - Full Gondola <br />