富中柱正截面配筋计算

《富中柱正截面配筋计算》由会员上传分享，免费在线阅读，更多相关内容在行业资料-天天文库。

1、B柱正截面配筋计算六层三层一层组合

2、M

3、maxNmaxNmin

4、M

5、maxNmaxNmin

6、M

7、maxNmaxNmin有无地震组合有无有有无有有无有内力组合M值(KN.M)72.1019.6630.50125.8611.26103.59271.124.95107.54N值（KN）217.63335.8199.2775.411053.97640.981389.151788.061056.04轴压比要求Nmax̸fcbh<0.80.00.080.050.180.240.150.320.410.24∑Mc=1.5(Mbl+Mbr)(KN.M)____151.19———272314.00———203.

8、0柱顶调整弯矩Mct(KN.M)____137.55———179.80226.72———98.08柱底调整弯矩Mcb(KN.M)——151.19———109.7338.9———326.17设计弯矩值M(KN.M)72.1219.6630.50151.1911.26179.8338.94.75321.17L0=1.25H(M)3.753.753.753.753.753.754.54.54.5e0=M／N(MM)331.3058.55153.11194.9810.68280.51243.962.66308.86ei=e0+ea（ea取20和h̸30中较大者）350.3078.55173.11214

9、.9830.68300.51263.9622.66328.26ζ1=0.5fcA/N1.01.01.01.01.01.01.01.01.0ζ2=1.15-0.01L0／h1.01.01.01.01.01.01.01.01.0η=1+(l0/h)2ζ1ζ2/(1400ei/h0)1.051.241.111.091.601.061.112.171.08e=ηei+0.5h-as()579.8307.0401.6443.5259.2529.0500.6259.3565.5ξ=N̸α1fcbh00.050.080.050.190.260.160.350.450.26偏心类型大小大大小大大小大As=As

10、'=[Ne-ζ(1-0.5ζ)α1fcbh02]/[f'y(h0-α's)]309<0309687<06871539<0<0实配钢筋实配面积(㎜×㎜)101710171017101710171017228110171570实配柱总配筋率ρ（%）1.61.61.61.61.61.63.61.63.6