1、数数据据输输入入板厚h(mm)100检修集中荷载标准值(KN/m)1.00翻边高h(mm)600积水荷载标准值(KN/m)2.00计算跨度l(mm)1300活荷载准永久值系数q0.50板侧粉刷荷载标准值1.00混凝土强度等级C30构件受力特征系数cr2.1受拉钢筋强度设计值fy(N/mm2)300纵向受拉钢筋表面特征系数0.7钢筋弹性模量ES(N/mm2)2.0E+05数数据据输输出出一一、常常规规数数据据恒荷载板重2.50混凝土轴心抗压设计值fc(N/mm2)14.3粉刷1.00系数11.00翻边重1.50混凝土抗拉标准值ftk(N/mm2)2.01恒荷载标准值gK(KN/m)5.00活荷载
2、标准值qK(KN/m)2.70总荷载设计值p=1.2gK+1.4qK(KN/m)9.789.78有效厚度h0=h-20(mm)80二二、截截面面配配筋筋弯矩M=pl2/2(KNm)8.26钢筋直径d(mm)8截面抵抗矩系数S=M/1fcbh020.0903钢筋间距s(mm)125S=(1+(1-2S)1/2)/20.9526钢筋实际配筋面积AS(mm2)402.1钢筋面积AS=M/Sfyh0(mm2)361.5361.5是否满足满满足足三三、裂裂缝缝验验算算短期弯矩MS=(gK+qK)l2/2(KNm)6.51te=AS/0.5bh0.0080长期弯矩Ml=(gK+qqK)l2/2(KNm)5
3、.37te实际取值(te0.01)0.0100sk=MS/h0AS(N/mm2)232.48受拉区纵筋等效直径deq=d/(mm)11.4=1.1-0.65ftk/tesk0.538应变不均匀系数实际取值(0.21.0)0.538最外层受拉钢筋外边缘至受拉底边距离c(20c65)(mm)20最大裂缝宽度max=crsk/ES(1.9c+0.08deq/te)(mm)0.17最大裂缝宽度限值lim(mm)0.20验算max lim满满足足数数据据输输入入梁宽b(mm)350活荷载标准值qK(KN/m)3.51梁高h(mm)800混凝土强度等级C30梁上墙体高hq(mm)0受拉钢筋强度设计值fy(
4、N/mm2)360雨蓬板恒荷载gKb(KN/m2)5.00箍筋强度设计值fyv(N/mm2)210雨蓬板计算跨度lb(mm)1300梁净跨ln(mm)8650雨蓬板长度lb0(mm)9000梁计算跨度l0(mm)9000雨蓬板荷载pb(KN/m2)9.78梁以上楼面恒荷载标准值glK(KN/m2)0.00数数据据输输出出一一、常常规规数数据据恒荷载梁重25bh7.00混凝土轴心抗压设计值fc(N/mm2)14.3梁上墙体重20b*MINhq,ln/30.00系数11.00雨蓬板传来(lb+b/2)gKb(KN/m)7.38混凝土抗拉设计值ft(N/mm2)1.43恒荷载标准值gK(KN/m)1
5、4.38梁有效高度h0=h-35(mm)765荷载设计值p=1.2gK+1.4qK(KN/m)22.16受扭塑性抵抗矩Wt=b2*(3h-b)/6(mm3)4.19E+07二二、截截面面验验算算剪力V=pln/2(KN)95.995.9验算V 0.07fcbh0满满足足力矩mp=pblb2/2(KNm/m)8.26抵抗扭矩T=mpl0/2(KNm)37.1937.19V/bh0+T/Wt(N/mm2)1.25验算V/bh0+T/(0.8*Wt)0.25fc满满足足验算V/bh0+T/Wt 0.7ft不不满满足足需需进进行行构构件件受受剪剪扭扭承承载载力力计计算算验算V 0.35ftbh0满满足
6、足不不需需进进行行受受剪剪承承载载力力验验算算验算T 0.175ftWt不不满满足足需需进进行行受受扭扭承承载载力力验验算算三三、构构造造配配筋筋几肢箍n2最小配箍率svmin=0.28ft/fyv0.00190.0019箍筋直径d(mm)10实际配箍率sv=2Asv/bs0.0045箍筋间距s(mm)100配箍是否满足(sv svmin)满满足足受扭纵筋最小配筋率tlmin=0.6(T/Vb)1/2ft/fy0.0025受扭钢筋直径d(mm)18受扭纵筋实际配筋率tl=Astl/bh0.0036受扭钢筋数量4受扭配筋是否满足(tl tlmin)满满足足四四、承承载载力力验验算算受受弯弯承承载
7、载力力验验算算弯矩M=pl02/8(KNm)224.41受弯钢筋直径d(mm)25截面抵抗矩系数S=M/1fcbh020.0766受弯钢筋数量2S=(1+(1-2S)1/2)/20.9601钢筋实际配筋面积AS(mm2)981.7钢筋面积AS=M/Sfyh0(mm2)848.7848.7是否满足满满足足受受剪剪承承载载力力验验算算斜截面受剪承载力VCS=0.07fcbh0+1.5fyvnAsvh0/s(KN)验算VCS V 受受扭扭承承载载力力验验算算截面核芯部分短边尺寸bcor=b-50(mm)300截面核芯部分长边尺寸hcor=h-50(mm)750截面核芯部分面积Acor=bcorhco
8、r(mm2)225000 截面核芯部分周长ucor=2(bcor+hcor)(mm)2100受扭全部纵筋面积Astl(mm2)1017.9沿截面周边单肢箍筋面积Ast1(mm2)78.5受扭纵筋与箍筋的配筋强度比值=fyAstls/fyvAst1ucor1.06实际取值(当1.7时，取1.7)1.060.35ftWt+1.21/2*fyvAst1Acor/s(KNm)66.75验算T 0.35ftWt+1.21/2*fyvAst1Acor/s满满足足板板中中受受力力钢钢筋筋相相应应直直径径和和间间距距的的面面积积 （单单位位：mmmm2 2)90901001001101101201201251
9、251301301401408 8558.51502.65456.96418.88402.12386.66359.041010872.66785.40714.00654.50628.32604.15561.0012121256.641130.971028.16942.48904.78869.98807.8414141710.421539.381399.441282.821231.501184.141099.5616162234.022010.621827.841675.521608.501546.631436.1618182827.432544.692313.352120.582035.751
10、957.451817.6420203490.663141.592855.992617.992513.272416.612243.9922224223.703801.333455.753167.773041.062924.102715.2325255454.154908.744462.494090.623926.993775.953506.2428286841.696157.525597.755131.274926.024736.564398.2330307853.987068.586425.985890.495654.875437.375048.99注：以1米板带计算1501501601601
11、701701751751801801901902002008 8335.10314.16295.68287.23279.25264.56251.331010523.60490.87462.00448.80436.33413.37392.701212753.98706.86665.28646.27628.32595.25565.4914141026.25962.11905.52879.65855.21810.20769.6916161340.411256.641182.721148.931117.011058.221005.31181696.461590.431496.881454.111413.721339.311272.35202094.401963.501848.001795.201745.331653.471570.80222534.222375.832236.072172.192111.852000.701900.66253272.493067.962887.492804.992727.082583.552454.37284105.013848.453622.073518.583420.853240.803078.76304712.394417.864157.994039.193926.993720.313534.29
