A柱抗震配筋表格

,,计算公式,,1层A柱,,2层A柱,,3层A柱,

,,,,第6组,第8组,第6组,第8组,第6组,第8组

内力,,|M|/KN.m,,162.94,198.58,72.39,202.17,13.34,152.60

,,N/KN,,933.97,604.69,410.07,591.75,199.17,270.15

,,|V|/KN,,77.43,137.74,33.84,140.04,4.36,111.69

轴压比验算,,μ=N/f*A,,0.261,0.169,0.115,0.166,0.056,0.076

,,极限轴压比[0.8],,满足,满足,满足,满足,满足,满足

截面,,b/mm,,500.000,500.000,500.000,500.000,500.000,500.000

,,h/mm,,500.000,500.000,500.000,500.000,500.000,500.000

柱高,,H/m,,5.600,5.600,4.500,4.500,4.500,4.500

柱的计算长度,,L(0),,,,,5.625,5.625,5.625

,,,,5.980,5.980,5.130,,,

,,,,11.200,11.200,9.410,,,

,,,,5.980,5.980,5.130,,,

基本项目,,a(s)=a(s1)/mm,,40.000,40.000,40.000,40.000,40.000,40.000

,,h(o)/mm,,460.000,460.000,460.000,460.000,460.000,460.000

,,e(o),,174.460,328.400,176.531,341.648,66.978,564.871

,,是否需裂缝宽度验算,,0.379,0.714,0.384,0.743,0.146,1.228

,,e(a),,20.000,20.000,20.000,20.000,20.000,20.000

,,e(i)=e(o)+e(a),,194.460,348.400,196.531,361.648,86.978,584.871

,,l(o)/h,,11.960,11.960,10.260,11.250,11.250,11.250

,,是否考虑偏心矩增大系数,,>5考虑,>5考虑,>5考虑,>5考虑,>5考虑,>5考虑

,,ζ1=0.5f*A/N,,1.914,2.956,4.359,3.021,8.975,6.617

,,>1时取1.0,,1.000,1.000,1.000,1.000,1.000,1.000

,,ζ2,,,,,,,

,,l(o)/h<15时取为1.0,,1.000,1.000,1.000,1.000,1.000,1.000

,,η,,1.242,1.135,1.176,1.115,1.478,1.071

,,η*e(i),,241.459,395.399,231.119,403.232,128.563,626.456

,,0.3h(o),,138.000,138.000,138.000,138.000,138.000,138.000

,,N(b),,1703.702,1703.702,1703.702,1703.702,1703.702,1703.702

,,判断,N-N(b),-770,-1099,-1294,-1112,-1505,-1434

,,,η*e(i)-0.3h(o),103,257,93,265,-9,488

,,,,,,,,,,

,,,类型,大偏压,大偏压,大偏压,大偏压,大偏压,大偏压

,,ξ(b),,0.518,0.518,0.518,0.518,0.518,0.518

,,e,,451.459,605.399,441.119,613.232,338.563,836.456

大偏心计算,,x,,130.625,84.572,57.352,82.762,27.856,37.783

,,x取值,,130.625,84.572,80.000,82.762,80.000,80.000

,,ξ,,0.284,0.184,0.174,0.180,0.174,0.174

,,,,<ξ(b),<ξ(b),<ξ(b),<ξ(b),<ξ(b),<ξ(b)

,,As=As′,,351,751,-393,762,-1143,-94

小偏心计算,,,,,,,,,

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单侧,,,,500,500,500