建筑工程畢業(yè)設計-框架柱配筋表6（3層b柱）.xls

1、柱配筋表(注：僅適用于對稱配筋情況，即As=As彎矩，軸力項應全部填為正值)截面三層B柱三層B柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)設計彎矩M(kNm)(地震組合已考慮γRE)507.75386.21426.66508.52386.28426.58設計軸力N(kN)463.901658.32463.90497.121691.54497.12計算長度L=1.0H(底層

2、)(mm)4500.004500.004500.004500.004500.004500.00=1.25H(其他層)(mm)柱截面截面寬度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面積A(mm)360000.00360000.00360000.00360000.00360000.00360000.00回轉(zhuǎn)

3、半徑i=sqrt(IA)(mm)173.21173.21173.21173.21173.21173.21保護層d2as或as(mm)40.0040.0040.0040.0040.0040.00截面有效高度h0=ha或a(mm)560.00560.00560.00560.00560.00560.00砼強度設計值fc(Nmm)19.1019.1019.1019.1019.1019.10鋼筋強度設計值fy或fy(Nmm)360.00360.0

4、0360.00360.00360.00360.00鋼筋彈性模量Es(Nmm)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)1094.52232.89919.711022.93228.36858.11附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)1114.52252.89939.711

5、042.93248.36878.11曲率修正系數(shù)ζ1=0.5fcAN或1.01.001.001.001.001.001.00長細比影響系數(shù)ζ2=1.150.01Lh或1.01.001.001.001.001.001.00偏心矩增大系數(shù)η(Li≤17.5時，取1.0)1.021.091.021.021.091.03e=ηeih2a或a(mm)1397.02535.391222.211325.43530.861160.61系數(shù)α1(≤C50

6、取1.0)1.001.001.001.001.001.00系數(shù)β1(≤C50取0.8)0.800.800.800.800.800.80界限受壓區(qū)高度ξb=β1(1fyEsεcu)0.520.520.520.520.520.52實際受壓區(qū)高度ξ=Nα1fcbh00.070.260.070.080.260.08偏心性質(zhì)(ξ與ξb比較)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受壓計算ξ0.070.260.070.080.260.08As=A

7、s(mm)2124.39422.941691.192090.24403.571652.55小偏心受壓計算ξ／／／／／／As=As(mm)／／／／／／實選鋼筋622622實選鋼筋面積(mm)2281.002281.00實際配筋率ρ100%1.360.000.001.360.000.00最大配筋率ρmax100%5%5%5%5%5%5%最小配筋率ρmin100%(二級抗震)0.70%0.70%0.70%0.70%0.70%0.70%柱配

8、筋表(注：僅適用于對稱配筋情況，即As=As彎矩，軸力項應全部填為正值)截面三層B柱三層B柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)設計彎矩M(kNm)(地震組合已考慮γRE)507.75386.21426.66508.52386.28426.58設計軸力N(kN)463.901658.32463.90497.121691.54497.12計算長度L=1.0H(底層)(

9、mm)4500.004500.004500.004500.004500.004500.00=1.25H(其他層)(mm)柱截面截面寬度b(mm)600.00600.00600.00600.00600.00600.00截面高度h(mm)600.00600.00600.00600.00600.00600.00截面面積A(mm)360000.00360000.00360000.00360000.00360000.00360000.00回轉(zhuǎn)半徑

10、i=sqrt(IA)(mm)173.21173.21173.21173.21173.21173.21保護層d2as或as(mm)40.0040.0040.0040.0040.0040.00截面有效高度h0=ha或a(mm)560.00560.00560.00560.00560.00560.00砼強度設計值fc(Nmm)19.1019.1019.1019.1019.1019.10鋼筋強度設計值fy或fy(Nmm)360.00360.003

11、60.00360.00360.00360.00鋼筋彈性模量Es(Nmm)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)1094.52232.89919.711022.93228.36858.11附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)1114.52252.89939.71104

12、2.93248.36878.11曲率修正系數(shù)ζ1=0.5fcAN或1.01.001.001.001.001.001.00長細比影響系數(shù)ζ2=1.150.01Lh或1.01.001.001.001.001.001.00偏心矩增大系數(shù)η(Li≤17.5時，取1.0)1.021.091.021.021.091.03e=ηeih2a或a(mm)1397.02535.391222.211325.43530.861160.61系數(shù)α1(≤C50取1

13、.0)1.001.001.001.001.001.00系數(shù)β1(≤C50取0.8)0.800.800.800.800.800.80界限受壓區(qū)高度ξb=β1(1fyEsεcu)0.520.520.520.520.520.52實際受壓區(qū)高度ξ=Nα1fcbh00.070.260.070.080.260.08偏心性質(zhì)(ξ與ξb比較)大偏心大偏心大偏心大偏心大偏心大偏心大偏心受壓計算ξ0.070.260.070.080.260.08As=As(