建筑工程畢業(yè)設(shè)計-框架柱配筋表8（4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(yīng)全部填為正值)截面四層B柱四層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(shè)計彎矩M(kNm)(地震組合已考慮γRE)314.52274.64314.52374.62274.36314.80設(shè)計軸力N(kN)447.71924.86447.71480.93958.08480.93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)半徑

3、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(shè)計值fc(Nmm)19.1019.1019.1019.1019.1019.10鋼筋強度設(shè)計值fy或fy(Nmm)360.00360.003

4、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)702.51296.95702.51778.96286.36654.57附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)722.51316.95722.51798.96

5、306.36674.57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)1.031.071.031.031.071.03e=ηeih2a或a(mm)1005.01599.451005.011081.46588.86957.07系數(shù)α1(≤C50取1.0)1.

6、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=Nα1fcbh00.070.140.070.070.150.07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ξ0.070.140.070.070.150.07As=As(mm)11

7、11.00394.271111.001393.57361.661074.00小偏心受壓計算ξ／／／／／／As=As(mm)／／／／／／實選鋼筋422422實選鋼筋面積(mm)1520.001520.00實際配筋率ρ100%0.900.000.000.900.000.00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%柱配筋表(注：僅適

8、用于對稱配筋情況，即As=As彎矩，軸力項應(yīng)全部填為正值)截面四層B柱四層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(shè)計彎矩M(kNm)(地震組合已考慮γRE)314.52274.64314.52374.62274.36314.80設(shè)計軸力N(kN)447.71924.86447.71480.93958.08480.93計算長度L=1.0H(底層)(mm)4500.0

9、04500.004500.004500.004500.004500.00=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i=sqrt(IA

10、)(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(shè)計值fc(Nmm)19.1019.1019.1019.1019.1019.10鋼筋強度設(shè)計值fy或fy(Nmm)360.00360.00360.00360.

11、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)702.51296.95702.51778.96286.36654.57附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)722.51316.95722.51798.96306.36674

12、.57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)1.031.071.031.031.071.03e=ηeih2a或a(mm)1005.01599.451005.011081.46588.86957.07系數(shù)α1(≤C50取1.0)1.001.001.0

13、01.001.001.00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=Nα1fcbh00.070.140.070.070.150.07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ξ0.070.140.070.070.150.07As=As(mm)1111.00394.