某框架结构计算--梁柱截面配筋计算

1、结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n16.6节点设计6.7.1承载力抗震调整系数由混凝土结构设计规范第 11.1.6 条知，考虑地震作用组合的混凝土结构构件，其截面承载力应除以承载力抗震调整系数re，承载力抗震调整系数re应按下表采用：表 25 承载力抗震调整系数结构构件类别正截面承载力计算斜截面承载力计算局部受压承载力计算受弯构件偏心受压柱偏心受拉构件剪力墙各类构件及框架节点re0.750.80.850.850.851注：轴压比小于0.15 的偏心受压柱（3 层 a 柱及 c柱）的承载力抗震调整系数应取re=0.

2、75。6.7.2框架梁混凝土的强度等级为c30(fc=14.3 mpa )，纵向钢筋为hrb400级钢筋 (fy=360 mpa )，箍筋为 hpb335级钢筋 (fy=300 mpa )。由混凝土结构设计规范式7.1.4-1 可得b=0.518。跨中采用单筋截面计算。以第三层ab 跨为例。跨中：max=96.830.75=72.62kn?m， c30 混凝土，环境类别为一类时，保护层厚度为 25mm。由混凝土规范11.3.6 条知，跨中截面最小配筋率为0.25%与 0.55ft/ fy 中的较大值，则为0.25%；支座截面最小配筋率为0.3%与 0.65ft/ fy 中的较大值，则为0.3%

3、；且梁端截面的底部和顶部纵向受力钢筋截面面积的比值，不应小于0.3。由 10.2.16 条知，当腹板高度hw450mm 时，在梁的两个侧面应配置纵向受力钢筋。箍筋配筋要求：由混凝土设计规范表11.3.6-2 知，加密区长度为1.5h，加密区箍筋最大间距为100mm，最小直径为8mm。由 11.3.8 条知加密区箍筋肢距不宜大于250mm。由 11.3.9 条知沿梁全长箍筋的配筋率 sv0.28ft/fyv=0.13%结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n2结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂htt

4、p:/结构笔记交流群：117918860邮箱： s_n3梁的正截面承载力计算表 26 框架梁纵筋计算表计算值mbh0bh0as-minfyfc受压区高度xas实配钢筋三层ab跨跨中72.62250465240.71290.6336014.3045.96456.36220支座 a88.56250465240.71348.7536014.3056.73563.40220支座 b210.22250465240.71348.7536014.30150.961499.14520bd 跨跨中345.19300665344.24598.5036014.30134.631604.29620支座 b269.36

5、300665344.24598.5036014.30102.281218.88520支座 d152.91300665344.24598.5036014.3055.95666.77320二层ab跨跨中8471290.6336014.3053.72533.51325（同支座）支座 a196.43250465240.71348.7536014.30138.911379.46425支座 a 下154.44250465240.71348.7536014.30104.691039.61325支座 b222.62250465240.71348.7536014.30162.21161

6、0.83625bd 跨跨中342.99300665344.24598.5036014.30133.661611.88425支座 b472.74300665344.24598.5036014.30194.012696.86625支座 d408.48300665344.24598.5036014.30163.212254.43525一层ab跨跨中8471290.6336014.3053.72533.51325（同支座）支座 a232.51250465240.71348.7536014.30171.491702.97425支座 a 下179.33250465240.7134

7、8.7536014.30124.561236.93325支座 b244.11250465240.71348.7536014.30182.761814.90625bd 跨跨中318.56300665344.24598.5036014.30123.051466.32325支座 b556.70300665344.24598.5036014.30237.582831.12625支座 d493.83300665344.24598.5036014.30204.562437.72525结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n4梁的斜

8、截面承载力计算表 27 框架梁箍筋计算表计算revbh0hw/b0.25(0.20)cfcbh0fcft0.7ftbh0fyvnasv1/s实配钢筋sv(%)三层ab跨支座 a68.632504651.86415.5914.301.43116.37300构造配筋8100/2000.20支座 b139.972504651.86415.5914.301.43116.37300构造配筋8100/2000.20bc跨支座 b294.393006652.22713.2114.301.43199.703000.388100/200 （4）0.34支座 d171.303006652.22713.2114.3

9、01.43199.70300构造配筋8100/200 （4）0.34二层ab跨支座 a 抗震130.992504651.86332.4814.301.43116.373000.358100/2000.20支座 b 抗震172.452504651.86332.4814.301.43116.373000.598100/2000.20bc跨支座 b344.323006652.22713.2114.301.43199.703000.588100/200 （4）0.34支座 b 抗震322.473006652.22570.5714.301.43199.703000.818100/200 （4）0.34支

10、座 d 抗震245.363006652.22570.5714.301.43199.703000.508100/200 （4）0.34一层ab跨支座 a 抗震149.082504651.86332.4814.301.43116.373000.458100/2000.20支座 b 抗震183.462504651.86332.4814.301.43116.373000.658100/2000.20bc跨支座 b342.443006652.22713.2114.301.43199.703000.578100/200 （4）0.34支座 b 抗震341.693006652.22570.5714.301.

11、43199.703000.898100/200 （4）0.34支座 d 抗震272.373006652.22570.5714.301.43199.703000.618100/200 （4）0.34结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n56.7.3框架柱表 28剪跨比和轴压比验算柱号层次bh0fcmcvcn剪跨比 m/vh02轴压比n/fcbh00.8（ mm）（mm）（ n/mm2 ）（kn.m）（kn）（kn）a 柱340036014.3122.6662.85240.45.4211968530.1167443672

12、50046014.3185.1169.96616.062.3675647470.187309213150046014.3351.66132.831011.45.7553132640.307509881b 柱340036014.3218.46120.48523.595.0367972550.254268648250046014.3449.22245.911244.773.9712301960.378464579150046014.3473.87199.811981.155.1556587450.602356339d 柱340036014.3224.65115.27324.785.41361826

13、80.157721445250046014.3418.27219.52833.224.1421401640.25333536150046014.3452.88203.531360.414.8372315590.413624202剪跨比的计算：由11.4.9 条知 =m/vh0 ，m 取柱上、下端考虑地震作用组合的弯矩设计值的较大值。由上表28 柱的剪跨比和轴压比计算结果可见，各柱的剪跨比和轴压比均满足规范要求。表 29 柱的计算长度表层数a 柱b柱d 柱结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群

14、：117918860邮箱： s_n6框架柱的正截面承载力计算表 30 框架柱纵筋计算表参数renl0 x( 大偏压 )reme0ei1l0/ h2长细比 l0/ ieas三层a 柱顶259444.004.5045.360.1322830000.0088.00108.001.0011.251.0038.971.30300.54642.49258080.004.5045.120.1321570000.0083.58103.581.0011.251.0038.971.31296.12a 柱顶167337.754.5029.250.0891995750.00549.76569.761.0011.251

15、.0045.361.06762.31（震）129410.255.2422.620.0668118750.00526.38546.381.0013.101.0045.361.08750.51a 柱底276724.004.5048.380.1326784000.0096.79116.791.0011.251.0038.971.28309.33421.51277519.204.5048.520.1321973500.0079.1899.181.0011.251.0038.971.33291.72a 柱底180297.754.5031.520.0967932000.00376.78396.781.00

16、11.251.0045.361.08589.32（震）142370.255.2424.890.0748015000.00337.25357.251.0013.101.0045.361.12561.38b 柱顶678046.004.50118.540.3382472000.00121.63141.631.0011.251.0038.971.23334.181139.25664289.704.50116.130.3280668200.00121.44141.441.0011.251.0038.971.23333.98b 柱顶405047.204.5070.810.20174765600.00431

17、.47451.471.0011.251.0038.971.07644.01（震）392463.204.0768.610.1975146400.00191.47211.471.0010.181.0038.971.13398.10b 柱底695326.004.50121.560.3473220000.00105.30125.301.0011.251.0038.971.26317.851104.27683729.704.50119.530.3371538600.00104.63124.631.0011.251.0038.971.26317.17b 柱底418871.204.5073.230.2017

18、2221600.00411.16431.161.0011.251.0038.971.08623.70（震）406287.204.0771.030.2077690400.00191.22211.221.0010.181.0038.971.13397.84d 柱顶361164.004.5063.140.1894000000.00260.27280.271.0011.251.0038.971.12472.811233.11358681.504.5062.710.1791711500.00255.69275.691.0011.251.0038.971.12468.24d 柱顶245996.004.50

19、43.010.12168487500.00684.92704.921.0011.251.0038.971.05897.46（震）192935.204.2633.730.0962782500.00325.41345.411.0010.651.0038.971.08534.57d 柱底378444.004.5066.160.1880134000.00211.75231.751.0011.251.0038.971.14424.29996.57378121.504.5066.110.1877986500.00206.25226.251.0011.251.0038.971.14418.79结构笔记刘浩

20、孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n7d 柱底259820.004.5045.42000549.32569.321.0011.251.0038.971.06761.86（震）206759.204.2636.150.1046504500.00224.92244.921.0010.651.0038.971.12434.09二层a 柱顶612000.004.5085.590.1936530000.0059.6979.691.009.001.0031.181.33316.30607.27610400.004.5

21、085.370.1933720000.0055.2475.241.009.001.0031.181.35311.86a 柱顶471249.604.5065.91000358.23378.231.009.001.0044.551.07614.84（震）332222.406.6046.460.10131808053.00396.75416.751.0013.201.0044.551.14684.00a 柱底638998.004.5089.370.1934126000.0053.4173.411.009.001.0031.181.36310.02416.45640779.0

22、04.5089.620.1931651800.0049.4069.401.009.001.0031.181.38306.01a 柱底492849.604.5068.93000291.15311.151.009.001.0044.551.09547.76（震）353822.406.6049.490.11102109118.00288.59308.591.0013.201.0044.551.19575.84b 柱顶1489318.004.50208.300.45160536000.00107.79127.791.009.001.0031.181.21364.411724.

23、901456930.504.50203.770.44156744900.00107.59127.591.009.001.0031.181.21364.20b 柱顶974219.204.50136.250.30392576651.00402.97422.971.009.001.0031.181.06659.58（震）912276.804.50127.590.28210046638.00230.24250.241.009.001.0031.181.11486.86b 柱底1516318.004.50212.070.46143644000.0094.73114.731.009.001.0031.18

24、1.23351.351707.001487305.504.50208.010.45140064000.0094.17114.171.009.001.0031.181.23350.79b 柱底995819.204.50139.280.30391286806.00392.93412.931.009.001.0031.181.06649.54（震）933876.804.46130.610.28210438649.00225.34245.341.008.921.0031.181.11481.48d 柱顶828798.004.50115.920.25168352000.00203.13223.131.0

25、09.001.0031.181.12459.741701.53824154.304.50115.270.25163318200.00198.16218.161.009.001.0031.181.12454.78d 柱顶644973.604.5090.210.20359359409.00557.17577.171.009.001.0031.181.05813.78（震）443983.204.8162.10000394.57414.571.009.621.0031.181.07654.97d 柱底855798.004.50119.690.26150620000.00176

26、.00196.001.009.001.0031.181.14432.611490.97854529.304.50119.510.26146309700.00171.22191.221.009.001.0031.181.14427.83d 柱底666573.604.5093.230.20329934950.00494.97514.971.009.001.0031.181.05751.59结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n8（震）465583.204.8165.12000299.22319.

27、221.009.621.0031.181.10559.63一层a 柱顶993320.004.90138.930.3025330000.0025.5045.501.009.801.0033.951.69287.06422.30986790.004.90138.010.3023560000.0023.8843.881.009.801.0033.951.72285.43a 柱顶785718.404.90109.890.24154115848.00196.15216.151.009.801.0048.671.15457.70（震）526342.407.2673.610.16127438402.0024

28、2.12262.121.0014.521.0048.671.26541.39a 柱底1022574.004.90143.020.3112672000.0012.3932.391.009.801.0033.951.97273.951754.511019705.404.90142.620.3111786400.0011.5631.561.009.801.0033.952.00273.11a 柱底809123.204.90113.160.25351663000.00434.62454.621.009.801.0048.671.07696.18（震）549747.207.2676.890.173316

29、95000.00603.36623.361.0014.521.0048.671.11902.63b 柱顶2303842.004.90322.220.70105426000.0045.7665.760.789.801.0033.951.48307.321381.152254244.104.90315.280.69102926700.0045.6665.660.799.801.0033.951.48307.22b 柱顶1561612.804.90218.410.47348188714.00222.97242.971.009.801.0038.191.13484.52（震）1420838.405.5

30、8198.720.43227523911.00160.13180.131.0011.161.0038.191.23431.06b 柱底2332978.004.90326.290.7152712000.0022.5942.590.779.801.0033.951.74284.152215.722287022.104.90319.860.7051465900.0022.5042.500.789.801.0033.951.74284.06b 柱底1584921.604.90221.670.48473873000.00298.99318.991.009.801.0038.191.10560.54（震）

31、1444147.205.58201.980.44308404000.00213.55233.551.0011.161.0038.191.18484.48d 柱顶1308050.004.90182.940.40109670000.0083.84103.841.009.801.0033.951.30345.401125.301302381.304.90182.150.40106525200.0081.79101.791.009.801.0033.951.31343.35d 柱顶1064920.804.90148.940.32302167450.00283.75303.751.009.801.003

32、3.951.10545.30（震）677354.405.8594.730.21181658160.00268.19288.191.0011.701.0033.951.16543.17d 柱底1337306.004.90187.040.4154842000.0041.0161.011.009.801.0033.951.52302.572114.651335294.304.90186.750.4153266800.0039.8959.891.009.801.0033.951.53301.45d 柱底1088325.604.90152.210.33452878000.00416.12436.121.

33、009.801.0039.911.07677.68（震）700759.205.8598.010.21361546000.00515.93535.931.0011.701.0039.911.08790.91结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n9由规范第7.3.13 条知：偏心受压构件除应计算弯矩作用平面的受压承载力外，尚应按轴心受压构件演算垂直于弯矩作用平面的受压承载力。即进行纵向的轴心受压承载力计算。其中，柱子的计算长度需要进行相应的调整。表 31 框架柱纵筋计算表参数l0bl0/bfcfynas三层a 柱4.54

34、0011.250.9614.3360277.52构造配筋a 柱（震）4.540011.250.9614.3360180.29b 柱4.540011.250.9614.3360695.33b 柱（震）4.540011.250.9614.3360418.87d 柱4.540011.250.9614.3360378.44d 柱（震）4.540011.250.9614.3360243.58二层a 柱4.550090.9914.3360640.78构造配筋a 柱（震）4.550090.9914.3360492.84b 柱4.550090.9914.33601516.32b 柱（震）4.550090.99

35、14.3360995.81d 柱4.550090.9914.3360855.8d 柱（震）4.550090.9914.3360666.57一层a 柱4.95009.80.9814.33601022.57构造配筋a 柱（震）4.95009.80.9814.3360809.12b 柱4.95009.80.9814.33602332.98b 柱（震）4.95009.80.9814.33601584.92d 柱4.95009.80.9814.33601337.31d 柱（震）4.95009.80.9814.33601088.32结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔

36、记交流群：117918860邮箱： s_n10框架柱正截面承载力配筋由 11.4.12 条知，对于二级抗震等级的中柱和边柱，hrb400级钢筋柱全部纵向受力钢筋最小配筋率为0.7%，每一侧配筋率不应小于0.2%。由 11.4.13 条知，全部纵向受力钢筋配筋率不应大于5%。截面尺寸大于400mm 的柱，纵向钢筋的间距不宜大于200mm。表 32纵向钢筋配筋表三层柱子计算面积（ mm2）实配钢筋as（mm2）b（mm） （%）( 单侧 )（ %）a 柱642.49414+81215194000.950.33b柱1139.25414+81215194000.950.33c柱1233.11414+8

37、1215194000.950.33二层a 柱607.27121418465000.740.25b柱1724.90121824125000.960.32d 柱1701.53121824125000.960.32一层a 柱1738.76121824125000.960.32b柱2215.72121824125000.960.32d 柱2114.65121824125000.960.32框架柱的斜截面承载力计算由 11.4.12 条，柱子加密区箍筋最大间距为100mm，最小直径为8mm。由 11.4.14 条，框架柱箍筋加密区长度，应取柱截面长边尺寸，柱净高的1/6 和 500mm 中的较大值。由

38、11.4.15 条，柱箍筋加密区内的箍筋肢距：二级抗震不宜大于250mm 和 20 倍箍筋直径中的较小值。由11.4.17 条知，箍筋加密区体积配筋率应满足相应的规定。由 11.4.18 条知，在柱加密区外，箍筋的体积配筋率不宜小于加密区配筋率的一半；二级抗震等级，箍筋间距不应大于10d（纵向钢筋直径） 。结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n11表 33箍筋配筋要求v加密区体积配箍率（% ）层数a 柱b 柱c柱层数a 柱b 柱c柱30.080.080.0830.450.450.4520.080.080.0820.450.470.4510.080.120.0910.450.670.49结构笔记刘浩 孙艳坤http:/www.s-结构博客徐珂http:/结构笔记交流群：117918860邮箱： s_n12表 34 框架柱箍筋计算表参数v0.25(0.2) cfcbh0h01.75/( +1)ftbh0nasv/s实配钢筋v(%)+0.07n三层a 柱17.4514.8360109.46276