一般构件正截面抗弯、抗剪计算(含预应力钢筋).xls

1、本算例适用条文应用算例P27：第5.2.6第5.2.7条一一、正正截截面面抗抗弯弯承承载载力力计计算算结构重要性系数0：1.0相对界限受压区高度0.56mm截面基本尺寸宽b180mm高h1400mm受拉区钢筋合力点至受拉区边缘距离a120mm受压区钢筋合力点至受拉区边缘距离a50mm受压区普通钢筋合力点至受压区边缘距离as50受压区预应力钢筋合力点至受压区边缘距离aP01280砼强度等级fcu,k:C30砼轴心抗压强度设计值fcd:13.8MPa砼轴心抗拉强度设计值ftd:1.39MPa钢筋抗拉、抗压强度设计值280MPa受拉区普通钢筋直径32根数2面积1608mm2受压区普通钢筋直径25根数

2、20面积9817mm2受拉区预应力钢筋面积0mm2受拉区预应力钢筋面积0mm2预应力钢筋应力0预应钢筋抗拉强度设计值fPd1260MPa预应钢筋抗压强度设计值fPd390MPa弯矩组合设计值Md16277.4kN.M（5.2.2-1)(5.2.2-2)由（5.2.2-2)得x=-925.3mm=716.8mm对于仅配普通钢筋=100mm取x=-925.3mm=16277KN.M=-624KN.M=16277=-624不满足要求二二、斜斜截截面面抗抗剪剪承承载载力力计计算算剪力设计值Vd:478.718 kN斜截面内箍筋直径10支数2总面积Asv157.1mm2普通弯起钢筋直径32根数4总面积A

3、sb3217mm2弯起钢筋角度s45)()()()2(00000PPPPdsSsdcddahAfahAfxhfM0)(PPPdSsdcdPPdSsdAfAfbxfAfAfSAPAPAahh00PsAsdfsdfb0hxb2sax dM0)()()()2(0000PPPPdsSsdcdahAfahAfxhfdM0)()()()2(0000PPPPdsSsdcdahAfahAfxhfahh0斜截面内箍筋的间距sV200 mm箍筋抗拉强度设计值fSV280 MPa预应力弯起钢筋面积0 mm2预应力弯起钢筋角度p30首先判断是否需进行斜截面抗剪承载力的验算规范(5.2.10)当可不进行斜截面抗剪承载力

4、验算=478.72 kN=160.13 kN478.72=160.128不符合规定,应验算抗剪承载力（5.2.7-1)（5.2.7-2)（5.2.7-3)（5.2.7-4)=1.0=1.0=1.1=0.000=0=0.69812.5P取0.6981=0.0044按规范9.3.13,HRB335钢筋0.12%满足要求=458.8kN=477.7kN=0=478.7kN936.5kN=478.7=936.5满足要求二二、验验算算抗抗剪剪截截面面478.718kN3525.12kN=478.72=3525.12满足要求PbsbcsdVVVV0sVsVkcucsffPbhV,03321)6.02(1045.0ssbsdsbAfVsin1075.03ppbpdsbAfVsin1075.031230/hVMmdd06.0 mhc 0/100100bhAPsbsAVsVsV/sVsVsVkcucsffPbhV,03321)6.02(1045.0ssbsdsbAfVsin1075.03PbsbcsVVVdV0PbsbcsVVV0,301051.0bhfVkcuddV00,31051.0bhfkcudV00,31051.0bhfkcu02301050.0bhfVtdddV00231050.0bhftddV00231050.0bhftddV0ppbpbpbAfVsin1075.03