建筑工程畢業(yè)設計-框架柱配筋表2（1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)截面一層B柱一層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)689.02551.83576.89698.42681.10698.42設計軸力N(kN)223.133400.83278.91266.503444.19266.50計算長度L=1.0H(底層

2、)(mm)4700.004700.004700.004700.004700.004700.00=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)3087.99162.262068.372620.74197.752620.74附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)3107.99182.262088.

5、372640.74217.752640.74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)1.011.131.011.011.111.01e=ηeih2a或a(mm)3392.53466.812372.912925.28502.252925.28系數(shù)α1(

6、≤C50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=Nα1fcbh00.030.530.040.040.540.04偏心性質(zhì)(ξ與ξb比較)大偏心小偏心大偏心大偏心小偏心大偏心大偏心受壓計算ξ0.03／0.040.04／0.04As=As(

7、mm)3048.99／2447.273045.37／3045.37小偏心受壓計算ξ／0.52／／0.52／As=As(mm)／1114.79／／1875.07／實選鋼筋625625實選鋼筋面積(mm)2945.002945.00實際配筋率ρ100%1.750.000.000.000.001.75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

8、.70%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)截面一層B柱一層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)689.02551.83576.89698.42681.10698.42設計軸力N(kN)223.133400.83278.91266.503444.19266.50計算長度L=1.0

9、H(底層)(mm)4700.004700.004700.004700.004700.004700.00=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.

10、00回轉(zhuǎn)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)360.003

11、60.00360.00360.00360.00360.00鋼筋彈性模量Es(Nmm)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)3087.99162.262068.372620.74197.752620.74附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)3107.99182.262

12、088.372640.74217.752640.74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)1.011.131.011.011.111.01e=ηeih2a或a(mm)3392.53466.812372.912925.28502.252925.28系

13、數(shù)α1(≤C50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=Nα1fcbh00.030.530.040.040.540.04偏心性質(zhì)(ξ與ξb比較)大偏心小偏心大偏心大偏心小偏心大偏心大偏心受壓計算ξ0.03／0.040.04／0.04As

14、=As(mm)3048.99／2447.273045.37／3045.37小偏心受壓計算ξ／0.52／／0.52／As=As(mm)／1114.79／／1875.07／實選鋼筋625625實選鋼筋面積(mm)2945.002945.00實際配筋率ρ100%1.750.000.000.000.001.75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.