框架柱配筋计算表

1、表表8-18-1 A A柱柱配配筋筋表表（非非抗抗震震，一一层层）表表8-28-2 A A柱柱配配筋筋表表（非非抗抗震震，二二层层）截 面一层A柱一层A柱截 面柱上端(1)柱上端(2)柱下端(1)柱下端(2)设计弯矩M(kNm)31.083.5334.0517.28设计弯矩M(kNm)设计轴力N(kN)409.01381.31514.85381.31设计轴力N(kN)计算长度L=1.0H(底层)(mm)5850.00585058505850计算长度L=1.0H(底层)(mm)L=1.0H(其他层)(mm)L=1.0H(其他层)(mm)柱截面截面宽度b(mm)350.00350.00350.00

2、350.00柱截面截面宽度b(mm)截面高度h(mm)400.00400.00400.00400.00截面高度h(mm)截面面积A(mm)140000.00140000.00140000.00140000.00截面面积A(mm)回转半径i=sqrt(I/A)(mm)89.989.989.989.9回转半径i=sqrt(I/A)(mm)保护层+d/2as或as(mm)35.0035.0035.0035.00保护层+d/2as或as(mm)截面有效高度h0=h-a或a(mm)365.00365.00365.00365.00截面有效高度h0=h-a或a(mm)砼强度设计值fc(N/mm)14.301

3、4.3014.3014.30砼强度设计值fc(N/mm)钢筋强度设计值fy或fy(N/mm)360.00360.00360.00360.00钢筋强度设计值fy或fy(N/mm)钢筋弹性模量Es(N/mm) 200000.00200000.00200000.00200000.00钢筋弹性模量Es(N/mm)截面重心偏心矩e0(mm)75.999.2666.1544.62截面重心偏心矩e0(mm)附加偏心矩ea(mm)20.0020.0020.0020.00附加偏心矩ea(mm)初始偏心矩ei=e0+ea(mm)95.9929.2686.1564.62初始偏心矩ei=e0+ea(mm)e=ei+h

4、/2-a或a(mm)260.99194.26251.15229.62e=ei+h/2-a或a(mm)系数1(C50,取1.0)1.001.001.001.00系数1(C50,取1.0)系数1(C50,取0.8)0.800.800.800.80系数1(C50,取0.8)界限受压区高度b=1/(1+fy/Escu)0.520.520.520.52界限受压区高度b=1/(1+fy/Escu)实际受压区高度=N/1fcbh00.220.210.280.21实际受压区高度=N/1fcbh0偏心性质(与b比较)大偏心大偏心大偏心大偏心偏心性质(与b比较)大偏心受压计算0.220.210.280.21大偏心

5、受压计算As=As(mm)-217.42-425.75-270.50-312.26As=As(mm)小偏心受压计算小偏心受压计算As=As(mm)As=As(mm)表表8-38-3 A A柱柱配配筋筋表表（非非抗抗震震，三三层层）表表8-48-4 A A柱柱配配筋筋表表（非非抗抗震震，四四层层）截 面一层A柱一层A柱截 面柱上端(1)柱上端(2)柱下端(1)柱下端(2)设计弯矩M(kNm)42.2216.8139.479.57设计弯矩M(kNm)设计轴力N(kN)272.58197.21268.91197.21设计轴力N(kN)计算长度L=1.0H(底层)(mm)5850.0058505850

6、5850计算长度L=1.0H(底层)(mm)L=1.0H(其他层)(mm)L=1.0H(其他层)(mm)柱截面截面宽度b(mm)350.00350.00350.00350.00柱截面截面宽度b(mm)截面高度h(mm)400.00400.00400.00400.00截面高度h(mm)截面面积A(mm)140000.00140000.00140000.00140000.00截面面积A(mm)回转半径i=sqrt(I/A)(mm)89.989.989.989.9回转半径i=sqrt(I/A)(mm)保护层+d/2as或as(mm)35.0035.0035.0035.00保护层+d/2as或as(m

7、m)截面有效高度h0=h-a或a(mm)365.00365.00365.00365.00截面有效高度h0=h-a或a(mm)砼强度设计值fc(N/mm)14.3014.3014.3014.30砼强度设计值fc(N/mm)钢筋强度设计值fy或fy(N/mm)360.00360.00360.00360.00钢筋强度设计值fy或fy(N/mm)钢筋弹性模量Es(N/mm) 200000.00200000.00200000.00200000.00钢筋弹性模量Es(N/mm)截面重心偏心矩e0(mm)154.8985.24146.7848.53截面重心偏心矩e0(mm)附加偏心矩ea(mm)20.002

8、0.0020.0020.00附加偏心矩ea(mm)初始偏心矩ei=e0+ea(mm)174.89105.24166.7868.53初始偏心矩ei=e0+ea(mm)e=ei+h/2-a或a(mm)339.89270.24331.78233.53e=ei+h/2-a或a(mm)系数1(C50,取1.0)1.001.001.001.00系数1(C50,取1.0)系数1(C50,取0.8)0.800.800.800.80系数1(C50,取0.8)界限受压区高度b=1/(1+fy/Escu)0.520.520.520.52界限受压区高度b=1/(1+fy/Escu)实际受压区高度=N/1fcbh00.

9、150.110.150.11实际受压区高度=N/1fcbh0偏心性质(与b比较)大偏心大偏心大偏心大偏心偏心性质(与b比较)大偏心受压计算0.150.110.150.11大偏心受压计算As=As(mm)4.87-124.60-14.39-185.54As=As(mm)小偏心受压计算小偏心受压计算As=As(mm)As=As(mm)实选钢筋316316实选钢筋实选钢筋面积(mm)603.00603.00实选钢筋面积(mm)实际配筋率1000.860.000.860.00实际配筋率100最大配筋率max100%0.050.050.050.05最大配筋率max100%最小配筋率min100%0.01

10、0.010.010.01最小配筋率min100%表表8-58-5 B B柱柱配配筋筋表表（非非抗抗震震，一一层层）表表8-68-6 B B柱柱配配筋筋表表（非非抗抗震震，二二层层）截 面一层B柱一层B柱截 面柱上端(1)柱上端(2)柱下端(1)柱下端(2)设计弯矩M(kNm)28.7015.2630.1928.73设计弯矩M(kNm)设计轴力N(kN)400.48422.48400.48550.02设计轴力N(kN)计算长度L=1.0H(底层)(mm)5850.00585058505850计算长度L=1.0H(底层)(mm)L=1.0H(其他层)(mm)L=1.0H(其他层)(mm)柱截面截面

11、宽度b(mm)350.00350.00350.00350.00柱截面截面宽度b(mm)截面高度h(mm)400.00400.00400.00400.00截面高度h(mm)截面面积A(mm)140000.00140000.00140000.00140000.00截面面积A(mm)回转半径i=sqrt(I/A)(mm)89.989.989.989.9回转半径i=sqrt(I/A)(mm)保护层+d/2as或as(mm)35.0035.0035.0035.00保护层+d/2as或as(mm)截面有效高度h0=h-a或a(mm)365.00365.00365.00365.00截面有效高度h0=h-a或

12、a(mm)砼强度设计值fc(N/mm)14.3014.3014.3014.30砼强度设计值fc(N/mm)钢筋强度设计值fy或fy(N/mm)360.00360.00360.00360.00钢筋强度设计值fy或fy(N/mm)钢筋弹性模量Es(N/mm) 200000.00200000.00200000.00200000.00钢筋弹性模量Es(N/mm)截面重心偏心矩e0(mm)71.6636.1175.3952.23截面重心偏心矩e0(mm)附加偏心矩ea(mm)20.0020.0020.0020.00附加偏心矩ea(mm)初始偏心矩ei=e0+ea(mm)91.6656.1195.3972

13、.23初始偏心矩ei=e0+ea(mm)e=ei+h/2-a或a(mm)256.66221.11260.39237.23e=ei+h/2-a或a(mm)系数1(C50,取1.0)1.001.001.001.00系数1(C50,取1.0)系数1(C50,取0.8)0.800.800.800.80系数1(C50,取0.8)界限受压区高度b=1/(1+fy/Escu)0.520.520.520.52界限受压区高度b=1/(1+fy/Escu)实际受压区高度=N/1fcbh00.220.230.220.30实际受压区高度=N/1fcbh0偏心性质(与b比较)大偏心大偏心大偏心大偏心偏心性质(与b比较)

14、大偏心受压计算0.220.230.220.30大偏心受压计算As=As(mm)-230.36-361.60-217.77-337.17As=As(mm)小偏心受压计算小偏心受压计算As=As(mm)As=As(mm)表表8-48-4 A A柱柱配配筋筋表表（非非抗抗震震，三三层层）表表8-48-4 A A柱柱配配筋筋表表（非非抗抗震震，四四层层）截 面一层B柱一层B柱截 面柱上端(1)柱上端(2)柱下端(1)柱下端(2)设计弯矩M(kNm)21.1317.9029.4417.20设计弯矩M(kNm)设计轴力N(kN)211.80198.37278.76198.37设计轴力N(kN)计算长度L=

15、1.0H(底层)(mm)5850.00585058505850计算长度L=1.0H(底层)(mm)L=1.0H(其他层)(mm)L=1.0H(其他层)(mm)柱截面截面宽度b(mm)350.00350.00350.00350.00柱截面截面宽度b(mm)截面高度h(mm)400.00400.00400.00400.00截面高度h(mm)截面面积A(mm)140000.00140000.00140000.00140000.00截面面积A(mm)回转半径i=sqrt(I/A)(mm)89.989.989.989.9回转半径i=sqrt(I/A)(mm)保护层+d/2as或as(mm)35.0035

16、.0035.0035.00保护层+d/2as或as(mm)截面有效高度h0=h-a或a(mm)365.00365.00365.00365.00截面有效高度h0=h-a或a(mm)砼强度设计值fc(N/mm)14.3014.3014.3014.30砼强度设计值fc(N/mm)钢筋强度设计值fy或fy(N/mm)360.00360.00360.00360.00钢筋强度设计值fy或fy(N/mm)钢筋弹性模量Es(N/mm) 200000.00200000.00200000.00200000.00钢筋弹性模量Es(N/mm)截面重心偏心矩e0(mm)99.7590.21105.6386.70截面重心

17、偏心矩e0(mm)附加偏心矩ea(mm)20.0020.0020.0020.00附加偏心矩ea(mm)初始偏心矩ei=e0+ea(mm)119.75110.21125.63106.70初始偏心矩ei=e0+ea(mm)e=ei+h/2-a或a(mm)284.75275.21290.63271.70e=ei+h/2-a或a(mm)系数1(C50,取1.0)1.001.001.001.00系数1(C50,取1.0)系数1(C50,取0.8)0.800.800.800.80系数1(C50,取0.8)界限受压区高度b=1/(1+fy/Escu)0.520.520.520.52界限受压区高度b=1/(1

18、+fy/Escu)实际受压区高度=N/1fcbh00.120.110.150.11实际受压区高度=N/1fcbh0偏心性质(与b比较)大偏心大偏心大偏心大偏心偏心性质(与b比较)大偏心受压计算0.120.110.150.11大偏心受压计算As=As(mm)-105.35-116.84-109.17-122.69As=As(mm)小偏心受压计算小偏心受压计算As=As(mm)As=As(mm)实选钢筋316316实选钢筋实选钢筋面积(mm)603.00603.00实选钢筋面积(mm)实际配筋率1000.860.000.860.00实际配筋率100最大配筋率max100%0.050.050.050

19、.05最大配筋率max100%最小配筋率min100%0.010.010.010.01最小配筋率min100%一层A柱一层A柱柱上端(1)柱上端(2)柱下端(1)柱下端(2)35.0728.2237.8922.21411.29307.13392.31291.435850.00585058505850350.00350.00350.00350.00400.00400.00400.00400.00140000.00140000.00140000.00140000.0089.989.989.989.935.0035.0035.0035.00365.00365.00365.00365.0014.301

20、4.3014.3014.30360.00360.00360.00360.00200000.00200000.00200000.00200000.0085.2791.8896.5876.2120.0020.0020.0020.00105.27111.88116.5896.21270.27276.88281.58261.211.001.001.001.000.800.800.800.800.520.520.520.520.230.170.210.16大偏心大偏心大偏心大偏心0.230.170.210.16-185.72-148.48-146.05-183.19表表8-28-2 A A柱柱配配筋筋表

21、表（非非抗抗震震，二二层层）一层A柱一层A柱柱上端(1)柱上端(2)柱下端(1)柱下端(2)70.2442.3642.4425.23135.28102.34126.67105.265850.00585058505850350.00350.00350.00350.00400.00400.00400.00400.00140000.00140000.00140000.00140000.0089.989.989.989.935.0035.0035.0035.00365.00365.00365.00365.0014.3014.3014.3014.30360.00360.00360.00360.00200

22、000.00200000.00200000.00200000.00519.22413.91335.04239.6920.0020.0020.0020.00539.22433.91355.04259.69704.22598.91520.04424.691.001.001.001.000.800.800.800.800.520.520.520.520.070.060.070.06大偏心大偏心大偏心大偏心0.070.060.070.06401.67210.31178.8162.21316316表表8-48-4 A A柱柱配配筋筋表表（非非抗抗震震，四四层层）603.00603.000.860.000

23、.860.000.050.050.050.050.010.010.010.01一层B柱一层B柱柱上端(1)柱上端(2)柱下端(1)柱下端(2)26.8325.3536.2032.55329.61373.99464.57476.285850.00585058505850350.00350.00350.00350.00400.00400.00400.00400.00140000.00140000.00140000.00140000.0089.989.989.989.935.0035.0035.0035.00365.00365.00365.00365.0014.3014.3014.3014.30360.00360.00360.00360.00200000.00200000.00200000.00200000.0081.4167.7977.9168.3420.0020.0020.0020.00101.4187.7997.9188.34266.41252.79262.912