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11/13/2007 13:58 FAX <br />12 0 16/0 18 <br />Project, Steve A,dit Bulkhead, Sta. 2+65 By 1dEL/JFA Date 10/30/07 <br />10' Thick, 10' Wide, to' High, 46 Rebar- Slieet 6 of 8 <br />Reinforced concrete deep-beam bending stress design for earthgui,ulce acceleration <br />C = ?),.,,frb,ya = 0,85(3000)12a = 30600a <br />T = Asfa, = 6!.)000AS <br />C=T 30600a = 60000AS <br />a = (60000 Fi5)/30600 = 1.961 As <br />M11 = 178332 ft-!b <br />Factored earthquake bending moment, M11 <br />' (?rt <br />12-Mu Muln = 2139989 in-lb <br />Maximum concrete rebar cover, JI:= 12•I,t - m, d 116.500 in <br />M,, = A,f,(d-a/2) = 60000AS(116.5 - 1.961 AS/2) = 60000 Ad - 58830 AS' <br />58830 As2 - 60000 Asd + Mein = 0 58830 C?:= -60000-d Kin <br />I <br />I <br />-C2- CZ2-4•C??Ci A,r:= AS = 0.307 in2 <br />2•CI <br />One cage of #6 bars (0.44 in2 per bar, 0.750-in nominal diameter, 1.502 lb/ft) on 12.00-in c-c <br />(11.25-in between bars) provides 0.44 inz/ft of steel area. <br />Therefore, A5,:= 0.44 in'- <br />I <br />Check for adequacy, <br />Allowable factored bending moment, 4 .= -Ci•(A,2) - C.2•AS Au = 3064211 in-1b <br />Design factored bending moment, Min = 2139989 in-lb <br />Factor of safety, 1• := At, FS = 1.432 <br />Muin