（畢業(yè)設(shè)計計算書）八層辦公樓建筑結(jié)構(gòu)設(shè)計計算書（1110）

1、 14 kj5框架柱斜截面配筋計算 表7-7層數(shù)柱號b(mm)h0(mm)hn(mm)revc(kn)n(kn)0.3fcbh0.2cfcbh0加密區(qū) 配箍按構(gòu)造配箍(加密區(qū))asv1(mm2)s(mm)l1(mm)l2(mm)lsh(mm)v%(加密區(qū))軸壓比vvmin%(加密區(qū))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層數(shù)柱號b(mm)h0(mm)hn(mm)revc(kn)n(kn)0.3fcbh0.2cfcbh0加密區(qū) 配箍按構(gòu)造配箍(非加密區(qū))asv1(mm2)s(mm)l1(mm)l2(mm)lsh(mm)v%(加密區(qū))軸壓比vvmin%(加密區(qū))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；縱筋采用hrb335，fy=300n/mm2； 2. 表中的v值已乘以抗震調(diào)整系數(shù)，re=0.85；3. 上表中v%=ashlsh/l1l2s；4. 柱保護層厚為30mm，as=as40mm；5. 因各柱剪跨比均大于2，無須在全柱加密箍筋，但需在柱上下端部設(shè)加密箍筋；6. 根據(jù)混

9、凝土結(jié)構(gòu)設(shè)計規(guī)范（gb 50010-2002）11.4.9規(guī)定，考慮地震作用組合的框架柱抗震受剪v1/re1.05ftbh0/（+1）+fyvasvh0/s+0.056n，經(jīng)驗算截面，截面均符合規(guī)范要求；7. 根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范（gb 50010-2002）表11.4.12-2規(guī)定，二級抗震下柱箍筋加密區(qū)箍筋最大間距為縱向鋼筋直徑的6倍和100中的較小值，故取間距為100mm，最小直徑為8mm，因此設(shè)10100加密箍筋，而柱非加密區(qū)箍筋數(shù)量須大于50%加密區(qū)的配箍量，則非加密區(qū)設(shè)10150箍筋；根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范（gb 50010-2002）11.4.14規(guī)定，框架柱的加密區(qū)長度應(yīng)取柱

10、截面的長邊尺寸、柱凈高的1/6和500mm的最大值，所以，本設(shè)計框架柱加密區(qū)長度取為800mm；8. 經(jīng)驗算，配筋率均滿足最小配筋率要求。第八節(jié) 樓板計算（只計算第三層樓板）一、樓板計算方法的確定:根據(jù)混凝土結(jié)構(gòu)設(shè)計規(guī)范（gb50010-2002）規(guī)定，計算本層樓板時，將長短邊之比小于2.0的樓板視為雙向板，將長短邊之比大于2.0的樓板視為單向板，樓板的編號見樓板計算簡圖（圖8-1）。為充分利用混凝土考慮塑性內(nèi)力重分布，單向板采用彎距調(diào)幅法計算，雙向板采用塑性絞線法計算。本層樓板與梁整澆，四邊固端。采用c35混凝土， n/mm2，鋼筋采用hrb335，=300n/mm2，保護層厚板底為15mm

11、，板頂為20mm。板厚為100mm，部分為120mm，板底=20mm，板頂=25mm。二、單向板計算：彎距調(diào)幅法就是對結(jié)構(gòu)按彈性理論所算的彎距值和剪力值進行適當?shù)恼{(diào)整。與梁整澆連續(xù)單向板考慮塑性內(nèi)力重分布的彎距計算系數(shù)取值見表8-1：彎距計算系數(shù)取值表 表8-1截面位置端支座邊跨跨中離端第二支座離端第二跨跨中中間支座中間跨跨中兩跨連續(xù)三跨以上連續(xù)-1/161/14-1/10-1/111/16-1/141/16板計算跨度，和為板下支承梁寬度，由于板1和板2、板3和板4的跨度差值小于10%，因此可將（1）（2）軸、（2）（6）軸、（8）（11）軸、（11）（12）軸內(nèi)的單向樓板以及（6）（8）軸的

12、部分單向樓板視為等跨連續(xù)板，取m板寬計算。支座及跨中截面彎距用彎距系數(shù)法求，該系數(shù)已考慮塑性內(nèi)力重分布，。按規(guī)范要求，梁板整澆時，板上構(gòu)造鋼筋直徑大于8mm。對二級鋼，時，取，。單向板計算過程見表8-2。表中，n/mm2。 單向板計算表 表8-2板格號截面位置 （mm）（mm） （mm）（mm）恒載 （kn/m）活載 （kn/m）1.35恒+0.7 1.4活彎距系數(shù)（kn/m） （mm）計算配筋（mm2）配筋實際配筋（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、雙向板計算：塑性絞線法計算雙向板分兩個步驟：首先假定板的破壞機構(gòu)，即由一些塑性絞線把板分割成由若干個剛性板所構(gòu)成的破壞機構(gòu)；然后利用虛功原理

18、，建立外荷載與作用在塑性絞線上的彎距之間的關(guān)系，從而求出各塑性絞線上的彎距，以此作為各截面的彎距設(shè)計值。本樓層雙向板可用塑性絞線法計算?；炷敛捎胏35，鋼筋采用hrb335， =300n/mm2。樓板有效高度短邊方向為80mm，長邊方向為70mm。為樓板的短邊方向長度，為長邊方向長度。由于所有樓板均與梁柱整澆，所以考慮板跨內(nèi)起拱作用，凡中間跨板的跨中截面及中間支座截面以及邊跨板的跨中截面及樓板邊緣算起的第二個支座 截面彎距均折減20%。（10）和（11）號樓板板厚為120mm，其余為100mm。板底保護層為15mm，板頂為20mm。雙向板配筋時也按1m板寬配筋。對二級鋼，時，取，。雙向板彎距

19、計算見表8-3；雙向板配筋計算見表8-4；表中；根據(jù)經(jīng)驗，??；，計算方法與單向板一致。 雙向板彎距計算表 表8-3板格號截面內(nèi)力方向l01(m)l02(m)板長短邊比n恒載g(kn/m2)活載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l(wèi)01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l(wèi)01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l(wèi)01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續(xù)表8-3板格號截面內(nèi)力方向l01(m)l02(m)板長短邊比n恒載g(kn/m2)活載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l(wèi)01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l(wèi)01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l(wèi)01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續(xù)表8-3板格號截面內(nèi)力方向l01(m

25、)l02(m)板長短邊比n恒載g(kn/m2)活載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l(wèi)01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l(wèi)01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l(wèi)01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續(xù)表8-3板格號截面內(nèi)力方向l01(m)l02(m)板長短邊比n恒載g(kn/m2)活載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l(wèi)01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 雙

29、向板配筋計算表 表8-4板格號截面內(nèi)力方向彎距折減系數(shù)(mm) (mm)計算配筋(mm2)配筋實配鋼筋(mm2)5跨中l(wèi)01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l(wèi)01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l(wèi)01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l(wèi)01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l(wèi)01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l(wèi)01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