雨蓬計(jì)算程序兼計(jì)算書新規(guī)范

1、雨棚計(jì)算書數(shù)數(shù)據(jù)據(jù)輸輸入入板厚h (mm)100檢修集中荷載標(biāo)準(zhǔn)值 (KN/m)1.00翻邊高h(yuǎn) (mm)0積水荷載標(biāo)準(zhǔn)值 (KN/m)2.00計(jì)算跨度l (mm)900活荷載準(zhǔn)永久值系數(shù)q0.50板側(cè)粉刷荷載標(biāo)準(zhǔn)值0.35混凝土強(qiáng)度等級(jí)C30構(gòu)件受力特征系數(shù)cr2.1受拉鋼筋強(qiáng)度設(shè)計(jì)值fy (N/mm2)210縱向受拉鋼筋表面特征系數(shù)0.7鋼筋彈性模量ES(N/mm2)2.0E+05數(shù)數(shù)據(jù)據(jù)輸輸出出一一、常常規(guī)規(guī)數(shù)數(shù)據(jù)據(jù)恒荷載板重2.50混凝土軸心抗壓設(shè)計(jì)值fc (N/mm2)14.3粉刷0.35系數(shù)11.00翻邊重0.00混凝土抗拉標(biāo)準(zhǔn)值ftk (N/mm2)2.01恒荷載標(biāo)準(zhǔn)值gK (K

2、N/m)2.85活荷載標(biāo)準(zhǔn)值qK (KN/m)1.70總荷載設(shè)計(jì)值p=1.2gK+1.4qK (KN/m)5.805.80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)2.35鋼筋直徑d (mm)8截面抵抗矩系數(shù)S=M/1fcbh020.0257鋼筋間距s (mm)150S=(1+(1-2S)1/2)/20.9870鋼筋實(shí)際配筋面積AS (mm2)335.1鋼筋面積AS=M/Sfyh0 (mm2)141.7141.7是否滿足滿滿足足三三、裂裂縫縫驗(yàn)驗(yàn)算算短期彎矩MS=(gK+qK)l2/2 (KNm)1.84te=AS/0.5bh0.0067長(zhǎng)期彎矩M

3、l=(gK+qqK)l2/2 (KNm)1.50te實(shí)際取值(te0.01)0.0100sk=MS/h0AS (N/mm2)79.01受拉區(qū)縱筋等效直徑deq=d/ (mm)11.4=1.1-0.65ftk/tesk-0.554應(yīng)變不均勻系數(shù)實(shí)際取值(0.21.0)0.200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)0.02最大裂縫寬度限值lim (mm)0.20驗(yàn)算max lim滿滿足足數(shù)數(shù)據(jù)據(jù)輸輸入入梁寬b (mm)240活荷載標(biāo)準(zhǔn)值qK (KN/m)1.53梁高h(yuǎn) (mm)500混凝土強(qiáng)

4、度等級(jí)C30梁上墻體高h(yuǎn)q (mm)700受拉鋼筋強(qiáng)度設(shè)計(jì)值fy (N/mm2)360雨蓬板恒荷載gKb (KN/m2)2.85箍筋強(qiáng)度設(shè)計(jì)值fyv (N/mm2)210雨蓬板計(jì)算跨度lb (mm)1.32梁凈跨ln (mm)2300雨蓬板長(zhǎng)度lb0 (mm)3650梁計(jì)算跨度l0 (mm)2300雨蓬板荷載pb (KN/m2)5.80梁以上樓面恒荷載標(biāo)準(zhǔn)值glK (KN/m2)0.00數(shù)數(shù)據(jù)據(jù)輸輸出出一一、常常規(guī)規(guī)數(shù)數(shù)據(jù)據(jù)恒荷載梁重25bh3.00混凝土軸心抗壓設(shè)計(jì)值fc (N/mm2)14.3梁上墻體重20b*MINhq,ln/33.36系數(shù)11.00雨蓬板傳來(lái)(lb+b/2)gKb (K

5、N/m)0.23混凝土抗拉設(shè)計(jì)值ft (N/mm2)1.43恒荷載標(biāo)準(zhǔn)值gK (KN/m)6.59梁有效高度h0=h-35 (mm)465荷載設(shè)計(jì)值p=1.2gK+1.4qK (KN/m)10.05受扭塑性抵抗矩Wt=b2*(3h-b)/6 (mm3)1.21E+07二二、截截面面驗(yàn)驗(yàn)算算剪力V=pln/2 (KN)11.611.6驗(yàn)算V 0.07fcbh0滿滿足足力矩mp=pblb2/2 (KNm/m)0.00抵抗扭矩T=mpl0/2 (KNm)0.000.00V/bh0+T/Wt (N/mm2)0.10驗(yàn)算V/bh0+T/(0.8*Wt) 0.25fc滿滿足足驗(yàn)算V/bh0+T/Wt 0.

6、7ft滿滿足足僅僅需需按按構(gòu)構(gòu)造造配配置置鋼鋼筋筋驗(yàn)算V 0.35ftbh0不不需需驗(yàn)驗(yàn)算算 驗(yàn)算T 0.175ftWt不不需需驗(yàn)驗(yàn)算算 三三、構(gòu)構(gòu)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)8實(shí)際配箍率sv=2Asv/bs0.0028箍筋間距s (mm)150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/fy0.0000受扭鋼筋直徑d (mm)12受扭縱筋實(shí)際配筋率tl=Astl/bh0.0038受扭鋼筋數(shù)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(yàn)驗(yàn)

7、算算受受彎彎承承載載力力驗(yàn)驗(yàn)算算彎矩M=pl02/8 (KNm)6.64受彎鋼筋直徑d (mm)16截面抵抗矩系數(shù)S=M/1fcbh020.0090受彎鋼筋數(shù)量2S=(1+(1-2S)1/2)/20.9955鋼筋實(shí)際配筋面積AS (mm2)402.1鋼筋面積AS=M/Sfyh0 (mm2)39.939.9是否滿足滿滿足足受受剪剪承承載載力力驗(yàn)驗(yàn)算算斜截面受剪承載力VCS=0.07fcbh0+1.5fyvnAsvh0/s (KN) 驗(yàn)算VCS V 受受扭扭承承載載力力驗(yàn)驗(yàn)算算截面核芯部分短邊尺寸bcor=b-50 (mm) 截面核芯部分長(zhǎng)邊尺寸hcor=h-50 (mm) 截面核芯部分面積Aco

8、r=bcorhcor (mm2) 截面核芯部分周長(zhǎng)ucor=2(bcor+hcor) (mm) 受扭全部縱筋面積Astl (mm2) 沿截面周邊單肢箍筋面積Ast1 (mm2) 受扭縱筋與箍筋的配筋強(qiáng)度比值=fyAstls/fyvAst1ucor 實(shí)際取值(當(dāng)1.7時(shí)，取1.7) 0.35ftWt+1.21/2*fyvAst1Acor/s (KNm) 驗(yàn)算T 0.35ftWt+1.21/2*fyvAst1Acor/s 板板中中受受力力鋼鋼筋筋相相應(yīng)應(yīng)直直徑徑和和間間距距的的面面積積 （單單位位：mmmm2 2) )9090100100110110120120125125130130140140

9、8 8558.51502.65456.96418.88402.12386.66359.041010872.66785.40714.00654.50628.32604.15561.0012121256.641130.971028.16942.48904.78869.98807.8414141710.421539.381399.441282.821231.501184.141099.5616162234.022010.621827.841675.521608.501546.631436.1618182827.432544.692313.352120.582035.751957.451817.642

10、0203490.663141.592855.992617.992513.272416.612243.9922224223.703801.333455.753167.773041.062924.102715.2325255454.154908.744462.494090.623926.993775.953506.2428286841.696157.525597.755131.274926.024736.564398.2330307853.987068.586425.985890.495654.875437.375048.99注：以1米板帶計(jì)算150150160160170170175175180

11、1801901902002008 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