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1、數數據據輸輸入入板厚h(mm)100檢修集中荷載標準值(KN/m)1.00翻邊高h(mm)600積水荷載標準值(KN/m)2.00計算跨度l(mm)1300活荷載準永久值系數q0.50板側粉刷荷載標準值1.00混凝土強度等級C30構件受力特征系數cr2.1受拉鋼筋強度設計值fy(N/mm2)300縱向受拉鋼筋表面特征系數0.7鋼筋彈性模量ES(N/mm2)2.0E+05數數據據輸輸出出一一、常常規規數數據據恒荷載板重2.50混凝土軸心抗壓設計值fc(N/mm2)14.3粉刷1.00系數11.00翻邊重1.50混凝土抗拉標準值ftk(N/mm2)2.01恒荷載標準值gK(KN/m)5.00活荷載2、標準值qK(KN/m)2.70總荷載設計值p=1.2gK+1.4qK(KN/m)9.789.78有效厚度h0=h-20(mm)80二二、截截面面配配筋筋彎矩M=pl2/2(KNm)8.26鋼筋直徑d(mm)8截面抵抗矩系數S=M/1fcbh020.0903鋼筋間距s(mm)125S=(1+(1-2S)1/2)/20.9526鋼筋實際配筋面積AS(mm2)402.1鋼筋面積AS=M/Sfyh0(mm2)361.5361.5是否滿足滿滿足足三三、裂裂縫縫驗驗算算短期彎矩MS=(gK+qK)l2/2(KNm)6.51te=AS/0.5bh0.0080長期彎矩Ml=(gK+qqK)l2/2(KNm)53、.37te實際取值(te0.01)0.0100sk=MS/h0AS(N/mm2)232.48受拉區縱筋等效直徑deq=d/(mm)11.4=1.1-0.65ftk/tesk0.538應變不均勻系數實際取值(0.21.0)0.538最外層受拉鋼筋外邊緣至受拉底邊距離c(20c65)(mm)20最大裂縫寬度max=crsk/ES(1.9c+0.08deq/te)(mm)0.17最大裂縫寬度限值lim(mm)0.20驗算max lim滿滿足足數數據據輸輸入入梁寬b(mm)350活荷載標準值qK(KN/m)3.51梁高h(mm)800混凝土強度等級C30梁上墻體高hq(mm)0受拉鋼筋強度設計值fy(4、N/mm2)360雨蓬板恒荷載gKb(KN/m2)5.00箍筋強度設計值fyv(N/mm2)210雨蓬板計算跨度lb(mm)1300梁凈跨ln(mm)8650雨蓬板長度lb0(mm)9000梁計算跨度l0(mm)9000雨蓬板荷載pb(KN/m2)9.78梁以上樓面恒荷載標準值glK(KN/m2)0.00數數據據輸輸出出一一、常常規規數數據據恒荷載梁重25bh7.00混凝土軸心抗壓設計值fc(N/mm2)14.3梁上墻體重20b*MINhq,ln/30.00系數11.00雨蓬板傳來(lb+b/2)gKb(KN/m)7.38混凝土抗拉設計值ft(N/mm2)1.43恒荷載標準值gK(KN/m)15、4.38梁有效高度h0=h-35(mm)765荷載設計值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、截截面面驗驗算算剪力V=pln/2(KN)95.995.9驗算V 0.07fcbh0滿滿足足力矩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驗算V/bh0+T/(0.8*Wt)0.25fc滿滿足足驗算V/bh0+T/Wt 0.7ft不不滿滿足足需需進進行行構構件件受受剪剪扭扭承承載載力力計計算算驗算V 0.35ftbh0滿滿足6、足不不需需進進行行受受剪剪承承載載力力驗驗算算驗算T 0.175ftWt不不滿滿足足需需進進行行受受扭扭承承載載力力驗驗算算三三、構構造造配配筋筋幾肢箍n2最小配箍率svmin=0.28ft/fyv0.00190.0019箍筋直徑d(mm)10實際配箍率sv=2Asv/bs0.0045箍筋間距s(mm)100配箍是否滿足(sv svmin)滿滿足足受扭縱筋最小配筋率tlmin=0.6(T/Vb)1/2ft/fy0.0025受扭鋼筋直徑d(mm)18受扭縱筋實際配筋率tl=Astl/bh0.0036受扭鋼筋數量4受扭配筋是否滿足(tl tlmin)滿滿足足四四、承承載載力力驗驗算算受受彎彎承承載7、載力力驗驗算算彎矩M=pl02/8(KNm)224.41受彎鋼筋直徑d(mm)25截面抵抗矩系數S=M/1fcbh020.0766受彎鋼筋數量2S=(1+(1-2S)1/2)/20.9601鋼筋實際配筋面積AS(mm2)981.7鋼筋面積AS=M/Sfyh0(mm2)848.7848.7是否滿足滿滿足足受受剪剪承承載載力力驗驗算算斜截面受剪承載力VCS=0.07fcbh0+1.5fyvnAsvh0/s(KN)驗算VCS V 受受扭扭承承載載力力驗驗算算截面核芯部分短邊尺寸bcor=b-50(mm)300截面核芯部分長邊尺寸hcor=h-50(mm)750截面核芯部分面積Acor=bcorhco8、r(mm2)225000 截面核芯部分周長ucor=2(bcor+hcor)(mm)2100受扭全部縱筋面積Astl(mm2)1017.9沿截面周邊單肢箍筋面積Ast1(mm2)78.5受扭縱筋與箍筋的配筋強度比值=fyAstls/fyvAst1ucor1.06實際取值(當1.7時，取1.7)1.060.35ftWt+1.21/2*fyvAst1Acor/s(KNm)66.75驗算T 0.35ftWt+1.21/2*fyvAst1Acor/s滿滿足足板板中中受受力力鋼鋼筋筋相相應應直直徑徑和和間間距距的的面面積積 （單單位位：mmmm2 2)909010010011011012012012519、251301301401408 8558.51502.65456.96418.88402.12386.66359.041010872.66785.40714.00654.50628.32604.15561.0012121256.641130.971028.16942.48904.78869.98807.8414141710.421539.381399.441282.821231.501184.141099.5616162234.022010.621827.841675.521608.501546.631436.1618182827.432544.692313.352120.582035.75110、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米板帶計算150150160160111、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