（毕业设计计算书）八层办公楼建筑结构设计计算书（1110）

1、 14 kj5框架柱斜截面配筋计算 表7-7层数柱号b(mm)h0(mm)hn(mm)revc(kn)n(kn)0.3fcbh0.2cfcbh0加密区 配箍按构造配箍(加密区)asv1(mm2)s(mm)l1(mm)l2(mm)lsh(mm)v%(加密区)轴压比vvmin%(加密区)8a柱600760340081.62362.56 2404.81523.04101001015078.512054074047600.780.070.080.64b柱700760340082.83600.43 2805.61776.88101001015078.512064074050930.700.080.080

2、.64c柱600760340079.49368.16 2404.81523.04101001015078.512054074047600.780.060.080.647a柱600760340097.38923.60 2404.81523.04101001015078.512054074047600.780.140.080.64b柱7007603400129.871282.57 2805.61776.88101001015078.512064074050930.700.180.080.64c柱600760340097.69835.70 2404.81523.04101001015078.5120

3、54074047600.780.200.080.646a柱6007603400121.691453.61 2404.81523.04101001015078.512054074047600.780.210.080.64b柱7007603400171.611963.51 2805.61776.88101001015078.512064074050930.700.280.080.64c柱6007603400123.251326.59 2404.81523.04101001015078.512054074047600.780.190.080.645a柱6007603400144.862002.11

4、2404.81523.04101001015078.512054074047600.780.280.080.64b柱7007603400208.002642.50 2805.61776.88101001015078.512064074050930.700.370.090.69c柱6007603400143.571837.75 2404.81523.04101001015078.512054074047600.780.260.080.644a柱6007603400163.402627.42 2404.81523.04101001015078.512054074047600.780.360.090

5、.72b柱7007603400236.973396.64 2805.61776.88101001015011312064074050931.010.460.110.87c柱6007603400157.472370.15 2404.81523.04101001015078.512054074047600.780.320.080.64层数柱号b(mm)h0(mm)hn(mm)revc(kn)n(kn)0.3fcbh0.2cfcbh0加密区 配箍按构造配箍(非加密区)asv1(mm2)s(mm)l1(mm)l2(mm)lsh(mm)v%(加密区)轴压比vvmin%(加密区)3a柱6007603400

6、95.103263.64 2404.81523.04101001015078.512054074047600.780.430.090.72b柱7007603400118.034662.85 2805.61776.88101001015011312064074050931.010.550.120.95c柱600760340090.972885.01 2404.81523.04101001015078.512054074047600.780.390.090.722a柱6007603400104.473879.79 2404.81523.04101001015011312054074047601.1

7、20.500.110.87b柱7007603400131.475483.85 2805.61776.88101001015011310064074050931.220.650.141.11c柱6007603400101.043423.65 2404.81523.04101001015011312054074047601.120.460.100.801a柱6007604000105.604495.15 2404.81523.04101001015011312054074047601.120.580.131.03b柱7007604000127.276305.48 2805.61776.881010

8、01015011310064074050931.220.740.161.21c柱6007604000103.733962.65 2404.81523.04101001015011312054074047601.120.580.131.03注：1. 柱混凝土采用c35，ft=1.57n/mm2，fc=16.7n/mm2；纵筋采用hrb335，fy=300n/mm2； 2. 表中的v值已乘以抗震调整系数，re=0.85；3. 上表中v%=ashlsh/l1l2s；4. 柱保护层厚为30mm，as=as40mm；5. 因各柱剪跨比均大于2，无须在全柱加密箍筋，但需在柱上下端部设加密箍筋；6. 根据混

9、凝土结构设计规范（gb 50010-2002）11.4.9规定，考虑地震作用组合的框架柱抗震受剪v1/re1.05ftbh0/（+1）+fyvasvh0/s+0.056n，经验算截面，截面均符合规范要求；7. 根据混凝土结构设计规范（gb 50010-2002）表11.4.12-2规定，二级抗震下柱箍筋加密区箍筋最大间距为纵向钢筋直径的6倍和100中的较小值，故取间距为100mm，最小直径为8mm，因此设10100加密箍筋，而柱非加密区箍筋数量须大于50%加密区的配箍量，则非加密区设10150箍筋；根据混凝土结构设计规范（gb 50010-2002）11.4.14规定，框架柱的加密区长度应取柱

10、截面的长边尺寸、柱净高的1/6和500mm的最大值，所以，本设计框架柱加密区长度取为800mm；8. 经验算，配筋率均满足最小配筋率要求。第八节 楼板计算（只计算第三层楼板）一、楼板计算方法的确定:根据混凝土结构设计规范（gb50010-2002）规定，计算本层楼板时，将长短边之比小于2.0的楼板视为双向板，将长短边之比大于2.0的楼板视为单向板，楼板的编号见楼板计算简图（图8-1）。为充分利用混凝土考虑塑性内力重分布，单向板采用弯距调幅法计算，双向板采用塑性绞线法计算。本层楼板与梁整浇，四边固端。采用c35混凝土， n/mm2，钢筋采用hrb335，=300n/mm2，保护层厚板底为15mm

11、，板顶为20mm。板厚为100mm，部分为120mm，板底=20mm，板顶=25mm。二、单向板计算：弯距调幅法就是对结构按弹性理论所算的弯距值和剪力值进行适当的调整。与梁整浇连续单向板考虑塑性内力重分布的弯距计算系数取值见表8-1：弯距计算系数取值表 表8-1截面位置端支座边跨跨中离端第二支座离端第二跨跨中中间支座中间跨跨中两跨连续三跨以上连续-1/161/14-1/10-1/111/16-1/141/16板计算跨度，和为板下支承梁宽度，由于板1和板2、板3和板4的跨度差值小于10%，因此可将（1）（2）轴、（2）（6）轴、（8）（11）轴、（11）（12）轴内的单向楼板以及（6）（8）轴的

12、部分单向楼板视为等跨连续板，取m板宽计算。支座及跨中截面弯距用弯距系数法求，该系数已考虑塑性内力重分布，。按规范要求，梁板整浇时，板上构造钢筋直径大于8mm。对二级钢，时，取，。单向板计算过程见表8-2。表中，n/mm2。 单向板计算表 表8-2板格号截面位置 （mm）（mm） （mm）（mm）恒载 （kn/m）活载 （kn/m）1.35恒+0.7 1.4活弯距系数（kn/m） （mm）计算配筋（mm2）配筋实际配筋（mm2）1支座300250240021253.5048.65-0.063-2.44750.02600.026417.5010150523跨中250250240021503.504

13、8.650.0712.85800.02670.027445.33101505232支座250250240021503.5048.65-0.091-3.63750.03870.039417.5010150523跨中250250240021503.5048.65-0.071-2.85800.02670.027445.33101505233支座300250260023253.9049.18-0.063-3.10750.03300.034417.5010150523跨中250250260023503.9049.180.0713.62800.03390.034445.33101505234支座25025

14、0260023503.9049.18-0.091-4.61750.04910.050417.5010150523跨中250250260023503.9049.18-0.071-3.62800.03390.034445.33101505238支座250300300027253.9349.23-0.083-5.71750.06080.063417.5010150523跨中250300300027253.9349.230.0422.85800.02670.027445.33101505239支座250300300027254.4049.86-0.083-6.10750.06500.067417.50

15、10150523跨中250300300027254.4049.860.0423.05800.02850.029445.331015052315支座250250130010505.24410.99-0.083-1.01750.01070.011417.5010150523跨中250250130010505.24410.990.0420.50800.00470.005445.331015052316支座2502507004505.24410.99-0.083-0.19750.00200.002417.5010150523跨中2502507004505.24410.990.0420.09800.00

16、090.001445.331015052319支座3002506003257.94414.64-0.083-0.13750.00140.001417.5010150523跨中3002506003257.94414.640.0420.06800.00060.001445.331015052320支座250250350032507.94414.64-0.083-12.89750.13720.148618.5110100785跨中250250350032507.94414.640.0426.44800.06030.062445.331020052322支座250300200017254.4449.9

17、2-0.063-1.84750.01960.020417.5010200523跨中250300200017254.4449.920.0712.11800.01970.020445.331020052323支座250250200017504.4449.92-0.091-2.76750.02940.030417.5010200523跨中250250200017504.4449.92-0.071-2.17800.02030.021445.3310200523三、双向板计算：塑性绞线法计算双向板分两个步骤：首先假定板的破坏机构，即由一些塑性绞线把板分割成由若干个刚性板所构成的破坏机构；然后利用虚功原理

18、，建立外荷载与作用在塑性绞线上的弯距之间的关系，从而求出各塑性绞线上的弯距，以此作为各截面的弯距设计值。本楼层双向板可用塑性绞线法计算。混凝土采用c35，钢筋采用hrb335， =300n/mm2。楼板有效高度短边方向为80mm，长边方向为70mm。为楼板的短边方向长度，为长边方向长度。由于所有楼板均与梁柱整浇，所以考虑板跨内起拱作用，凡中间跨板的跨中截面及中间支座截面以及边跨板的跨中截面及楼板边缘算起的第二个支座 截面弯距均折减20%。（10）和（11）号楼板板厚为120mm，其余为100mm。板底保护层为15mm，板顶为20mm。双向板配筋时也按1m板宽配筋。对二级钢，时，取，。双向板弯距

19、计算见表8-3；双向板配筋计算见表8-4；表中；根据经验，取；，计算方法与单向板一致。 双向板弯距计算表 表8-3板格号截面内力方向l01(m)l02(m)板长短边比n恒载g(kn/m2)活载q(kn/m2)1.35恒+0.71.4活m1u(knm)m1u(knm)m1u(knm)m1u(knm)m2u(knm)m2u(knm)m2u(knm)5跨中l01方向2.2254.2251.9020.283.934.009.231.375.78l02方向2.2254.2251.9020.283.934.009.230.84支座l01方向2.2254.2251.9020.283.934.009.23-1

20、1.572.2254.2251.9020.283.934.009.23-11.57l02方向2.2254.2251.9020.283.934.009.23-1.692.2254.2251.9020.283.934.009.23-1.696跨中l01方向2.254.251.8920.283.934.009.231.405.93l02方向2.2254.2251.9020.283.934.009.230.86支座l01方向2.254.251.8920.283.934.009.23-11.862.254.251.8920.283.934.009.23-11.86l02方向2.2254.2251.902

21、0.283.934.009.23-1.722.2254.2251.9020.283.934.009.23-1.727跨中l01方向2.2254.2251.9020.283.934.009.231.375.78l02方向2.2254.2251.9020.283.934.009.230.84支座l01方向2.2254.2251.9020.283.934.009.23-11.572.2254.2251.9020.283.934.009.23-11.57l02方向2.2254.2251.9020.283.934.009.23-1.692.2254.2251.9020.283.934.009.23-1.

22、69续表8-3板格号截面内力方向l01(m)l02(m)板长短边比n恒载g(kn/m2)活载q(kn/m2)1.35恒+0.71.4活m1u(knm)m1u(knm)m1u(knm)m1u(knm)m2u(knm)m2u(knm)m2u(knm)10跨中l01方向4.1254.2251.0220.955.244.0010.992.7211.50l02方向4.1254.2251.0220.955.244.0010.9910.71支座l01方向4.1254.2251.0220.955.244.0010.99-23.014.1254.2251.0220.955.244.0010.99-23.01l0

23、2方向4.1254.2251.0220.955.244.0010.99-21.414.1254.2251.0220.955.244.0010.99-21.4111跨中l01方向3.0254.1251.3620.545.244.0010.992.279.37l02方向3.0254.1251.3620.545.244.0010.993.69支座l01方向3.0254.1251.3620.545.244.0010.99-18.733.0254.1251.3620.545.244.0010.99-18.73l02方向3.0254.1251.3620.545.244.0010.99-7.393.0254

24、.1251.3620.545.244.0010.99-7.3912跨中l01方向2.5252.9251.1620.755.244.0010.991.273.70l02方向2.5252.9251.1620.755.244.0010.992.38支座l01方向2.5252.9251.1620.755.244.0010.99-7.402.5252.9251.1620.755.244.0010.99-7.40l02方向2.5252.9251.1620.755.244.0010.99-4.762.5252.9251.1620.755.244.0010.99-4.76续表8-3板格号截面内力方向l01(m

25、)l02(m)板长短边比n恒载g(kn/m2)活载q(kn/m2)1.35恒+0.71.4活m1u(knm)m1u(knm)m1u(knm)m1u(knm)m2u(knm)m2u(knm)m2u(knm)14跨中l01方向2.553.051.2020.705.244.0010.991.364.13l02方向2.553.051.2020.705.244.0010.992.42支座l01方向2.553.051.2020.705.244.0010.99-8.272.553.051.2020.705.244.0010.99-8.27l02方向2.553.051.2020.705.244.0010.99

26、-4.832.553.051.2020.705.244.0010.99-4.8317跨中l01方向1.7253.2251.8720.297.944.0014.641.294.17l02方向1.7253.2251.8720.297.944.0014.640.64支座l01方向1.7253.2251.8720.297.944.0014.64-8.341.7253.2251.8720.297.944.0014.64-8.34l02方向1.7253.2251.8720.297.944.0014.64-1.281.7253.2251.8720.297.944.0014.64-1.2818跨中l01方向1

27、.2251.7251.4120.507.944.0014.640.510.89l02方向1.51.7251.1520.767.944.0014.640.58支座l01方向1.51.7251.1520.767.944.0014.64-1.771.732.51.4520.487.944.0014.64-1.77l02方向1.733.52.0220.247.944.0014.64-0.881.734.52.6020.157.944.0014.64-0.88续表8-3板格号截面内力方向l01(m)l02(m)板长短边比n恒载g(kn/m2)活载q(kn/m2)1.35恒+0.71.4活m1u(knm)

28、m1u(knm)m1u(knm)m1u(knm)m2u(knm)m2u(knm)m2u(knm)21跨中l01方向1.5252.2251.4620.477.944.0014.640.831.84l02方向1.5252.2251.4620.477.944.0014.640.59支座l01方向1.5252.2251.4620.477.944.0014.64-3.681.5252.2251.4620.477.944.0014.64-3.68l02方向1.5252.2251.4620.477.944.0014.64-1.191.5252.2251.4620.477.944.0014.64-1.19 双

29、向板配筋计算表 表8-4板格号截面内力方向弯距折减系数(mm) (mm)计算配筋(mm2)配筋实配钢筋(mm2)5跨中l01方向0.88010000.0430.044445.3310150523l02方向0.87010000.0080.008389.6710200393支座l01方向0.87510000.0990.104433.90101505230.87510000.0990.104433.9010150523l02方向7510000.0180.018417.50101505230.87510000.0140.014417.50101505236跨中l01方向0.88010000.0440.

30、045445.3310150523l02方向0.87010000.0080.008389.6710200393支座l01方向0.87510000.1010.107445.58101505230.87510000.1010.107445.5810150523l02方向7510000.0180.019417.50101505230.87510000.0150.015417.50101505237跨中l01方向0.88010000.0430.044445.3310150523l02方向0.87010000.0080.008389.6710200393支座l01方向0.87510000.0990.10

31、4433.90101505230.87510000.0990.104433.9010150523l02方向7510000.0180.018417.50101505230.87510000.0140.014417.501015052310跨中l01方向0.810010000.0550.057556.6710120654l02方向0.89010000.0630.065501.0010120654支座l01方向0.89510000.1220.131690.93101007859510000.1530.167880.5510100785l02方向0.89510000.1140.121639.71101

32、206540.89510000.1140.121639.711012065411跨中l01方向0.810010000.0450.046556.6710120654l02方向0.89010000.0220.022501.0010150523支座l01方向0.89510000.0990.105554.98101206549510000.1240.133704.2110100785l02方向0.89510000.0390.040528.83101007850.89510000.0390.040528.831012065412跨中l01方向0.88010000.0280.028445.3310150523l02方向0.87010000.0230.024389.6710200393支座l01方向0.88010000.0550.057445.33101505230.88010000.0550.057445.3310100785l02方向0.88010000.0360.036445.33101505230.88010000.0360.036445.3310150523