20m整体简支T型梁桥计算书

b×ho×[(2+0.6P)×fcu,k1/2×ρsv×fsv]1/2Р = 1×1×1.1×0.45×10-3×180×1245×[(2+0.6×2.50)×301/2×0.00279×195.0]1/2Р = 358.41 kNР Vcs = 358.41 kN > 0.6×γo×Vd = 257.53 kN,满足要求Р 斜截面上弯起钢筋的抗剪承载力为:Р Vsb = 0.75×10-3×fsd×ΣAsb×sinθsР = 0.75×10-3×280.0×1232×sin45° = 182.87 kNР Vcs+Vsb = 541.28 kN > γo×Vd = 429.22 kN,满足要求Р?(3)距支座中心6250 mm处(附加斜筋终点位置)斜截面剪力验算Р 纵向钢筋含筋率P = 100×6773.3 / (180 × 1245) = 3.022Р P > 2.5,取P = 2.5Р 配箍率ρsv = Asv/(Sv×b) = 100.5/(200×180) = 0.279%Р 斜截面上混凝土和箍筋共同的抗剪承载力Vcs = α1α2α3×0.45×10-3Р ×b×ho×[(2+0.6P)×fcu,k1/2×ρsv×fsv]1/2Р = 1×1×1.1×0.45×10-3×180×1245×[(2+0.6×2.50)×301/2×0.00279×195.0]1/2Р = 358.41 kNР Vcs = 358.41 kN < γo×Vd = 362.44 kNР 故不满足要求!Р八、梁的最大裂缝宽度验算Р?1.计算裂缝宽度Р 据《公预规>第6.4.3条,最大裂缝宽度计算公式为:Р ωfk = C1×C2×C3×σss/Es×[(30+d)/(0.28+10ρ)]Р C1 -- 钢筋表面形状系数,带肋钢筋,取1.0;Р C2 -- 作用(或荷载)长期效应影响系数,