H酒店框架結(jié)構(gòu)的豎向荷載作用下內(nèi)力計算案例目錄TOC\o"1-3"\h\u28303H酒店框架結(jié)構(gòu)的豎向荷載作用下內(nèi)力計算案例 12281.1一榀框架豎向恒載計算 162451.1.1計算分配系數(shù) 1188361.1.2計算桿件固端彎矩 3259501.1.3計算桿端彎矩 41711.1.5恒載作用下柱剪力和軸力的計算 8114481.2一榀框架豎向活載計算 1243271.2.1計算桿件固端彎矩 12176041.2.2計算桿端彎矩 13316501.2.3活載作用下梁端剪力的計算 16175621.2.4活載作用下柱剪力和軸力的計算 161.1一榀框架豎向恒載計算1.1.1計算分配系數(shù)一榀框架節(jié)點標號圖如下：圖5-1框架節(jié)點編號圖根據(jù)一榀框架節(jié)點標號進行計算，如下所示：表5-1彎矩分配系數(shù)節(jié)點編號分配系數(shù)計算1節(jié)點右梁77955/167955=0.464節(jié)點下柱90000/167955=0.5362節(jié)點左梁77955/199955=0.39節(jié)點右梁32000/199955=0.16節(jié)點下柱90000/199955=0.455節(jié)點上柱90000/257955=0.349節(jié)點右梁77955/257955=0.302節(jié)點下柱90000/257955=0.3496節(jié)點上柱90000/289955=0.31節(jié)點左梁77955/289955=0.269節(jié)點右梁32000/289955=0.11節(jié)點下柱90000/289955=0.319、13、17節(jié)點上柱90000/257955=0.349節(jié)點右梁77955/257955=0.302節(jié)點下柱90000/257955=0.34910、14、18節(jié)點上柱90000/289955=0.31節(jié)點左梁77955/289955=0.269節(jié)點右梁32000/289955=0.11節(jié)點下柱90000/289955=0.3121節(jié)點上柱90000/230263=0.391節(jié)點右梁77955/230263=0.339節(jié)點下柱62308/230263=0.27122節(jié)點上柱90000/262263=0.343節(jié)點左梁77955/262263=0.297節(jié)點右梁32000/262263=0.122節(jié)點下柱62308/262263=0.2381.1.2計算桿件固端彎矩表5-2常見荷載作用下桿件的固端彎矩荷載形式圖公式集中荷載均布荷載梯形荷載三角形荷載（1）頂層恒載作用下梁固端計算：頂層邊跨均布恒載：g=22.92kN/m-1/12×22.92×6.62=-83.2kN.m頂層中跨均布恒載：g=13.18kN/m-1/12×13.18×32=-9.89kN.m（2）標準層恒載作用下梁固端計算：標準層邊跨均布恒載：g=23.03kN/m-1/12×23.03×6.62=-83.6kN.m標準層中跨均布恒載：g=10.29kN/m-1/12×10.29×32=-7.72kN.m1.1.3計算桿端彎矩表5-3恒載下彎矩二次分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5360.4640.3900.4500.1600.1600.4500.3900.4640.536偏心矩偏心矩偏心矩偏心矩0.000-83.20083.2000.000-9.8909.8900.000-83.20083.2000.00044.60038.600-28.590-32.990-11.73011.73032.99028.590-38.600-44.60014.590-14.29519.300-11.7601.865-1.86511.760-19.30014.295-14.590-0.160-0.140-1.230-6.030-2.1402.1406.0301.2300.1400.16059.03-59.0468.68-50.78-17.9017.9050.78-68.6859.04-59.030.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-83.60083.6000.000-7.7207.7200.000-83.60083.6000.00029.18029.18021.250-20.410-23.520-23.520-8.3508.35023.52023.52020.410-21.250-29.180-29.18022.30014.590-10.20512.625-16.495-11.7604.175-4.17516.49511.760-12.62510.205-22.300-14.590-9.313-9.313-8.0593.0813.5513.5511.260-1.260-3.551-3.551-3.0818.0599.3139.31342.1734.46-76.6178.90-36.46-31.73-10.6310.6336.4631.73-78.9076.61-42.17-34.460.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-83.60083.6000.000-7.7207.7200.000-83.60083.6000.00029.18029.18021.250-20.410-23.520-23.520-8.3508.35023.52023.52020.410-21.250-29.180-29.18014.59014.590-10.20512.625-11.760-11.7604.175-4.17511.76011.760-12.62510.205-14.590-14.590-6.622-6.622-1.7301.8082.0832.0830.739-0.739-2.083-2.083-1.8081.7306.6226.62237.1537.15-74.2977.62-33.20-33.20-11.1611.1633.2033.20-77.6274.29-37.15-37.150.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-83.60083.6000.000-7.7207.7200.000-83.60083.6000.00029.18029.18021.250-20.410-23.520-23.520-8.3508.35023.52023.52020.410-21.250-29.180-29.18014.59014.590-10.20512.625-11.760-11.7604.175-4.17511.76011.760-12.62510.205-14.590-14.590-6.622-6.622-1.7301.8082.0832.0830.739-0.739-2.083-2.083-1.8081.7306.6226.62237.1537.15-74.2977.62-33.20-33.20-11.1611.1633.2033.20-77.6274.29-37.15-37.150.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-83.60083.6000.000-7.7207.7200.000-83.60083.6000.00029.18029.18021.250-20.410-23.520-23.520-8.3508.35023.52023.52020.410-21.250-29.180-29.18014.59016.345-10.20512.625-11.760-13.0154.175-4.17511.76013.015-12.62510.205-14.590-16.345-7.235-7.235-6.2602.1452.4722.4720.877-0.877-2.472-2.472-2.1456.2607.2357.23536.5438.29-74.8277.96-32.81-34.06-11.0211.0232.8134.06-77.9674.82-36.54-38.290.3910.2710.3390.2970.3430.2380.1220.1220.3430.2380.2970.3390.3910.2710.000-83.60083.6000.000-7.7207.7200.000-83.60083.6000.00032.69022.66028.340-22.540-26.030-18.060-9.2609.26026.03018.06022.540-28.340-32.690-22.66014.5900.000-11.27014.170-11.7600.0004.630-4.63011.7600.000-14.17011.270-14.5900.000-1.298-0.900-1.125-2.091-2.415-1.676-0.8590.8592.4151.6762.0911.1251.2980.90041.9821.76-67.6673.14-40.20-19.74-13.2113.2140.2019.74-73.1467.66-41.98-21.7610.88-9.879.87-10.88框架梁跨中彎矩的計算公式如下所示：以表格的形式列出框架梁跨中彎矩的計算結(jié)果。表5-4恒載作用下梁跨中彎矩計算層號梁跨lMlMrgM中6F邊跨6.60-59.0468.6822.920.125×22.92×6.62-(59.04+68.68)/2=60.94中跨3.00-17.917.913.180.125×13.18×32-(17.9+17.9)/2=-3.075F邊跨6.60-76.6178.923.030.125×23.03×6.62-(76.61+78.9)/2=47.64中跨3.00-10.6310.6310.290.125×10.29×32-(10.63+10.63)/2=0.954F邊跨6.60-74.2977.6223.030.125×23.03×6.62-(74.29+77.62)/2=49.44中跨3.00-11.1611.1610.290.125×10.29×32-(11.16+11.16)/2=0.423F邊跨6.60-74.2977.6223.030.125×23.03×6.62-(74.29+77.62)/2=49.44中跨3.00-11.1611.1610.290.125×10.29×32-(11.16+11.16)/2=0.422F邊跨6.60-74.8277.9623.030.125×23.03×6.62-(74.82+77.96)/2=49.01中跨3.00-11.0211.0210.290.125×10.29×32-(11.02+11.02)/2=0.561F邊跨6.60-67.6673.1423.030.125×23.03×6.62-(67.66+73.14)/2=55中跨3.00-13.2113.2110.290.125×10.29×32-(13.21+13.21)/2=-1.631.1.4恒載作用下梁端剪力的計算恒載作用下梁左右端剪力及柱端剪力計算公式如下所示：其中Rr，Rl假定框架梁為簡支時梁端的剪力。表5-5恒載作用下梁端剪力層號梁跨lRlRrMlMrVlVr6F邊跨6.6071.64-71.64-59.0468.6874.18-77.1中跨3.0019.77-19.77-17.917.919.77-19.775F邊跨6.6076-76-76.6178.971.65-76.35中跨3.0011.44-11.44-10.6310.6311.44-11.444F邊跨6.6076-76-74.2977.6271.5-76.5中跨3.0011.44-11.44-11.1611.1611.44-11.443F邊跨6.6076-76-74.2977.6271.5-76.5中跨3.0011.44-11.44-11.1611.1611.44-11.442F邊跨6.6076-76-74.8277.9671.52-76.48中跨3.0011.44-11.44-11.0211.0211.44-11.441F邊跨6.6076-76-67.6673.1471.17-76.83中跨3.0011.44-11.44-13.2113.2111.44-11.441.1.5恒載作用下柱剪力和軸力的計算框架柱端剪力計算公式：框架柱軸力計算公式：柱頂軸力：Nt=上層柱底軸力+F-V左+V右柱底軸力：Nb=本層柱頂軸力+柱自重表5-6恒載作用下柱端剪力層號層高lMtMbV6F邊柱3.6059.0342.17-28.11中柱3.60-50.78-36.4624.235F邊柱3.6034.4637.15-19.89中柱3.60-31.73-33.2018.034F邊柱3.6037.1537.15-20.64中柱3.60-33.20-33.2018.443F邊柱3.6037.1536.54-20.47中柱3.60-33.20-32.8118.332F邊柱3.6038.2941.98-23.41中柱3.60-34.06-40.2020.631F邊柱1.2021.7610.88-6.28中柱1.20-19.74-9.871.69表5-7恒載作用下柱軸力層號柱FVlVrG柱NtNb6F邊柱148.060.0074.1834.49222.24256.73中柱181.14-77.1019.7734.49278.01312.505F邊柱161.790.0071.6534.49498.17532.66中柱197.30-76.3511.4434.49601.59636.084F邊柱161.790.0071.4934.49773.94808.43中柱197.30-76.5111.4434.49921.33959.823F邊柱161.790.0071.4934.491049.711084.20中柱197.30-76.5111.4434.491249.071283.562F邊柱161.790.0071.5234.491321.511360.00中柱197.30-76.4811.4434.491572.781607.271F邊柱161.790.0071.1749.821600.961650.78中柱197.30-76.8311.4449.821896.841946.66圖5-2恒載作用下彎矩圖圖5-3恒載作用下剪力圖圖5-4恒載作用下軸力圖1.2一榀框架豎向活載計算1.2.1計算桿件固端彎矩（1）頂層活載作用下梁固端計算：頂層邊跨均布活載：q=6.26kN/m-1/12×6.26×6.62=-22.72kN.m頂層中跨均布活載：q=3.75kN/m-1/12×3.75×32=-2.81kN.m（2）標準層活載作用下梁固端計算：標準層邊跨均布活載：q=6.26kN/m-1/12×6.26×6.62=-22.72kN.m標準層中跨均布活載：q=3.75kN/m-1/12×3.75×32=-2.81kN.m1.2.2計算桿端彎矩表5-8活載下框架彎矩二次分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5360.4640.3900.4500.1600.1600.4500.3900.4640.536偏心矩偏心矩偏心矩偏心矩0.000-22.72022.7200.000-2.8102.8100.000-22.72022.7200.00012.18010.540-7.760-8.960-3.1903.1908.9607.760-10.540-12.1803.965-3.8801.270-3.0851.595-1.5953.085-1.2703.880-3.965-0.050-0.040-1.470-1.700-0.6000.6001.7001.4700.0400.05016.10-16.1018.76-13.75-1.011.0113.75-18.7616.10-16.100.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-22.72022.7200.000-2.8102.8100.000-22.72022.7200.0007.9307.9306.860-1.360-6.170-6.170-2.1902.1906.1706.1701.360-6.860-7.930-7.9306.0903.965-2.6803.430-4.480-3.0851.095-1.0954.4803.085-3.4302.680-6.090-3.965-2.574-2.574-2.2270.8180.9420.9420.334-0.334-0.942-0.942-0.8182.2272.5742.57411.459.32-20.7721.61-9.71-8.31-3.573.579.718.31-21.6120.77-11.45-9.320.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-22.72022.7200.000-2.8102.8100.000-22.72022.7200.0007.9307.9306.860-1.360-6.170-6.170-2.1902.1906.1706.1701.360-6.860-7.930-7.9303.9653.965-2.6803.430-3.085-3.0851.095-1.0953.0853.085-3.4302.680-3.965-3.965-1.832-1.832-1.5860.4430.5100.5100.181-0.181-0.510-0.510-0.4431.5861.8321.83210.0610.06-20.1321.23-8.75-8.75-3.723.728.758.75-21.2320.13-10.06-10.060.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-22.72022.7200.000-2.8102.8100.000-22.72022.7200.0007.9307.9306.860-1.360-6.170-6.170-2.1902.1906.1706.1701.360-6.860-7.930-7.9303.9653.965-2.6803.430-3.085-3.0851.095-1.0953.0853.085-3.4302.680-3.965-3.965-1.832-1.832-1.5860.4430.5100.5100.181-0.181-0.510-0.510-0.4431.5861.8321.83210.0610.06-20.1321.23-8.75-8.75-3.723.728.758.75-21.2320.13-10.06-10.060.3490.3490.3020.2690.3100.3100.1100.1100.3100.3100.2690.3020.3490.3490.000-22.72022.7200.000-2.8102.8100.000-22.72022.7200.0007.9307.9306.860-1.360-6.170-6.170-2.1902.1906.1706.1701.360-6.860-7.930-7.9303.9654.440-2.6803.430-3.085-3.4151.095-1.0953.0853.415-3.4302.680-3.965-4.440-1.998-1.998-1.7290.5310.6120.6120.217-0.217-0.612-0.612-0.5311.7291.9981.9989.9010.37-20.2721.32-8.64-8.97-3.693.698.648.97-21.3220.27-9.90-10.370.3910.2710.3390.2970.3430.2380.1220.1220.3430.2380.2970.3390.3910.2710.000-22.72022.7200.000-2.8102.8100.000-22.72022.7200.0008.8806.1607.700-1.910-6.830-4.740-2.4302.4306.8304.7401.910-7.700-8.880-6.1603.9650.000-2.9553.850-3.0850.0001.215-1.2153.0850.000-3.8502.955-3.9650.000-0.395-0.274-0.342-0.588-0.679-0.471-0.2420.2420.6790.4710.5880.3420.3950.27412.451.89-18.3220.07-10.59-1.21-4.274.2710.591.21-20.0718.32-12.45-1.892.94-2.612.61-2.94框架梁跨中彎矩的計算公式如下所示：以表格的形式列出框架梁跨中彎矩的計算結(jié)果。表5-9活載作用下梁跨中彎矩計算層號梁跨lMlMrqM中6F邊跨6.60-16.118.766.260.125×6.26×6.62-(16.1+18.76)/2=16.66中跨3.00-1.011.013.750.125×3.75×32-(1.01+1.01)/2=-0.795F邊跨6.60-20.7721.616.260.125×6.26×6.62-(20.77+21.61)/2=12.9中跨3.00-3.573.573.750.125×3.75×32-(3.57+3.57)/2=0.654F邊跨6.60-20.1321.236.260.125×6.26×6.62-(20.13+21.23)/2=13.41中跨3.00-3.723.723.750.125×3.75×32-(3.72+3.72)/2=0.53F邊跨6.60-20.1321.236.260.125×6.26×6.62-(20.13+21.23)/2=13.41中跨3.00-3.723.723.750.125×3.75×32-(3.72+3.72)/2=0.52F邊跨6.60-20.2721.326.260.125×6.26×6.62-(20.27+21.32)/2=13.29中跨3.00-3.693.693.750.125×3.75×32-(3.69+3.69)/2=0.531F邊跨6.60-18.3220.076.260.125×6.26×6.62-(18.32+20.07)/2=14.89中跨3.00-4.274.273.750.125×3.75×32-(4.27+4.27)/2=-0.051.2.3活載作用下梁端剪力的計算恒載作用下梁左右端剪力及柱端剪力計算公式如下所示：其中Rr，Rl假定框架梁為簡支時梁端的剪力。表5-10活載作用下梁端剪力層號梁跨lRlRrMlMrVlVr6F邊跨6.6020.66-20.66-16.1018.7620.26-21.06中跨3.001.63-1.63-1.011.011.63-1.635F邊跨6.6020.66-20.66-20.