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计算体积配箍率软件

来源:欧得旅游网
柱体积配箍率计算

工程名称:设计人:

计算日期:表6.4.7抗震等级柱端箍筋加密区最小配箍特征值λV箍普螺连普螺连普螺连筋形式一二三通箍复合旋复合续复合螺通箍复合旋复合续复合螺通箍复合旋复合续复合螺<=0.3箍<=0.10或0.08旋箍0.08或0.06旋箍0.06或0.05旋<=0.4<=0.110.090.090.070.070.06<=0.5<=0.130.110.110.090.090.07<=0.6<=0.150.130.130.110.110.09表 4.1.4    混凝土强度设计值 

强度种类fcft  凝  土  强  度

C157.20.91C209.61.1C2511.91.27C3014.31.43C3516.71.57读取特征值λV=读取混凝土强度=输入箍筋强度值计算体积配箍率=

截面类型一类型1柱截面b=类型1柱截面h=类型1柱保护层c=箍筋直径=箍筋间距S=体积配箍率=0.11

16.702100.87%其中框架一,二,三,四级柱构造体积配箍率为0.8%,0.6

截面类5005003581000.47%类型2柱截面b=类型2柱截面h=类型2柱保护层c==箍筋直径箍筋间距S=体积配箍率=截面类型三类型3柱截面b=类型3柱截面h=类型3柱保护层c=b方向箍筋肢数h方向箍筋肢数箍筋直径=箍筋间距S=体积配箍率=截面类型五类型5柱截面b=类型5柱截面h=类型5柱保护层c=箍筋直径=箍筋间距S=体积配箍率=截面类300500303381000.97%类型4柱截面b=类型4柱截面h=类型4柱保护层c==箍筋直径箍筋间距S=体积配箍率=截面类5005003581000.69%类型6柱截面b1=类型6柱截面b2=类型6柱截面h1=类型6柱截面h2=b1边附加箍数m1=b2边附加箍数n1=h1边附加箍数n2=h2边附加箍数m2=保护层c=箍筋直径=箍筋间距S=柱体积配箍率=纵向筋配筋率=单根纵筋面积=截面类型八类型8柱截面b1=类型8柱截面h1=b1边附加箍数n1=h1边附加箍数m1=c=保护层箍筋直径=箍筋间距S=柱体积配箍率=纵向筋配筋率=截面类2405000215101201.18%0.01类型7柱截面b1=类型7柱截面b2=类型7柱截面b3=类型7柱截面h1=类型7柱截面h2=b1边附加箍数n1=b2边附加箍数n2=b3边附加箍数n3=h1边附加箍数m1=单根纵筋面积=123.375h2边附加箍数m2=保护层c=箍筋直径=箍筋间距S=柱体积配箍率=纵向筋配筋率=单根纵筋面积=计算

回目录柱轴压比<=0.7<=0.170.150.150.130.130.11<=0.8<=0.200.180.170.150.150.13<=0.9<=0.230.210.190.170.170.15<=1.0<=1.050.220.20.20.180.240.220.220.2    混凝土强度设计值  (N/mm2)

混  凝  土  强  度  等  级C4019.11.71C4521.11.8C5023.11.89C5525.31.96C6027.52.04C6529.72.09C7031.82.14C7533.82.18级柱构造体积配箍率为0.8%,0.6%,0.4%,0.4%

截面类型二4803503081000.88%截面类型四4004003581001.04%截面类型六24078030024003101581200.66%0.01169.3125截面类型七480240480300300101101581000.66%0.01239.625C8035.92.22

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