建筑工程畢業(yè)設(shè)計-框架柱配筋表5（3層a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A柱三層A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)340.8553.63203.68310.1452.86182.26設(shè)計軸力N(kN)1024.711032.87732.331057.931070.24765.54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(shè)計值fc(Nmm)19.1019.1019.1019.1019.1019.10鋼筋強度設(shè)計值fy或fy(Nmm)360.00360.0

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)332.6351.93278.13293.1649.39238.08附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)352.6371.93298.13313.166

5、9.39258.08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)1.061.311.081.071.321.09e=ηeih2a或a(mm)635.13354.43580.63595.66351.89540.58系數(shù)α1(≤C50取1.0)1.001.0

6、01.001.001.001.00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=Nα1fcbh00.160.160.110.160.170.12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ξ0.160.160.110.160.170.12As=As(mm)655.978

7、85.61205.69462.39922.8457.19小偏心受壓計算ξ／／／／／／As=As(mm)／／／／／／實選鋼筋420420實選鋼筋面積(mm)1256.001256.00實際配筋率ρ100%0.750.000.000.750.000.00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：僅適用于對稱配筋情況，即

8、As=As彎矩，軸力項應全部填為正值)截面三層A柱三層A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)340.8553.63203.68310.1452.86182.26設(shè)計軸力N(kN)1024.711032.87732.331057.931070.24765.54計算長度L=1.0H(底層)(mm)4500.004500.00

9、4500.004500.004500.004500.00=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)(mm)173

10、.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)360.00360.00360.00360.00360.00

11、360.00鋼筋彈性模量Es(Nmm)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)332.6351.93278.13293.1649.39238.08附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0ea(mm)352.6371.93298.13313.1669.39258.08曲率修正系數(shù)ζ1=

12、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)1.061.311.081.071.321.09e=ηeih2a或a(mm)635.13354.43580.63595.66351.89540.58系數(shù)α1(≤C50取1.0)1.001.001.001.001.001.00系數(shù)

13、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=Nα1fcbh00.160.160.110.160.170.12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ξ0.160.160.110.160.170.12As=As(mm)655.97885.61205.69462.3992