六层框架楼及内力组合形式

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1、内力组合各种荷载情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅。其中在恒载作用下，对梁端负弯矩进行调幅,调幅系数为0.8,而且当梁端负弯矩减小后，应按平衡条件计算调幅后的跨中弯矩，调整后梁跨中正弯矩至少应取按简支梁计算的跨中弯矩的一半，即M中glo2o在活载作用下，采用满跨布置荷载的方法，对梁端负弯矩进行16调幅，调幅系数也为0.8,而且当梁端负弯矩减小后，应按平衡条件计算调幅后的跨中弯矩。但在满跨布置荷载时，求得的梁的跨中弯矩比最不利荷载位置法的计算结果要小，因此对跨中弯矩应乘以1.2的系数予

2、以增大。调整11-2M 中ql o 16柱下端控制截面在下层梁顶。 按轴线计后梁跨中正弯矩至少应取按简支梁计算的跨中弯矩的一半，即分别考虑恒荷载和活荷载有可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利者。由于构件控制截面的内力值应取自支座边缘处，为此，进行组合前，应先计算各控制截面处的（支座边缘处的）内力值。梁支座边缘处的内力值:bM边M-V-2bV边V-q-式中M边-支座边缘截面的弯矩标准值；V边-支座边缘截面的剪力标准值；M-梁柱中线交点处的弯矩标准值；V-与M相应的梁柱中线交点处的剪力标准值;q-梁单位长度的均布荷载标准值;b-梁端支座宽度（即柱截面高度

3、）柱上端控制截面在上层的梁底，算简图算得的柱端内力值，宜换算到控制截面处的值。编号层次调幅前跨度何载调幅后剪力qlM/16M中取最大值M左M右M中M左M右M中V左V右CD跨666.6586.8856.696.0024.5153.3269.5048.8870.83-76.2355.1555.15559.3864.1233.176.0017.4347.5051.3029.0451.66-52.9239.2239.22456.5763.5034.886.0017.4345.2650.8030.4151.37-53.2139.2239.22356.5763.5034.886.0017.4345.265

4、0.8030.4151.37-53.2139.2239.22256.6863.7034.726.0017.4345.3450.9630.2851.35-53.2339.2239.22151.1460.6339.036.0017.4340.9148.5033.7351.02-53.5639.2239.22DE跨636.0036.0022.342.1014.9928.8028.80-20.5415.74-15.744.134.13513.9813.98-4.582.1010.3211.1811.18-5.5010.84-10.842.842.84415.5015.50-6.102.1010.321

5、2.4012.40-6.7110.84-10.842.842.84315.5015.50-6.102.1010.3212.4012.40-6.7110.84-10.842.842.84215.0015.00-5.602.1010.3212.0012.00-6.3110.84-10.842.842.84112.2412.24-2.842.1010.329.799.79-4.1010.84-10.842.842.84EF跨686.8866.6556.696.0024.5169.5053.3248.8876.23-70.8355.1555.15564.1259.3833.176.0017.4351.

6、3047.5029.0452.92-51.6639.2239.22463.5056.5734.886.0017.4350.8045.2630.4153.21-51.3739.2239.22363.5056.5734.886.0017.4350.8045.2630.4153.21-51.3739.2239.22263.7056.6834.726.0017.4350.9645.3430.2853.23-51.3539.2239.22160.6351.1439.036.0017.4348.5040.9133.7353.56-51.0239.2239.22表1恒载作用下梁端弯矩调幅和调幅后剪力计算（调

7、幅系数0.8)表2活载作用下梁端弯矩调幅和调幅后剪力计算（系数0.8）编号层次调幅前跨度何载调幅后剪力M中X1.1qlM/16M中取最大值M左M右M中M左M右M中V左V右CD跨616.6122.5514.516.006.2613.2918.0412.5117.99-19.5713.7614.0914.09520.5122.9012.386.006.2616.4118.3210.8118.46-19.1011.8914.0914.09419.9822.8212.696.006.2615.9818.2611.0518.40-19.1612.1614.0914.09319.9822.8212.696

8、.006.2615.9818.2611.0518.40-19.1612.1614.0914.09219.9822.8212.696.006.2615.9818.2611.0518.40-19.1612.1614.0914.09120.0822.9012.606.006.2616.0618.3210.9818.40-19.1612.0814.0914.09DE跨69.149.14-6.062.103.387.317.31-5.453.55-3.55-5.990.930.9356.136.13-2.282.104.224.904.90-2.584.43-4.43-2.841.161.1646.34

9、6.34-2.492.104.225.075.07-2.754.43-4.43-3.021.161.1636.346.34-2.492.104.225.075.07-2.754.43-4.43-3.021.161.1626.346.34-2.492.104.225.075.07-2.754.43-4.43-3.021.161.1616.146.14-2.292.104.224.914.91-2.594.43-4.43-2.841.161.16EF跨622.5516.6114.516.006.2618.0413.2912.5119.57-17.9913.7614.0914.09522.9020.

10、5112.386.006.2618.3216.4110.8119.10-18.4611.8914.0914.09422.8219.9812.696.006.2618.2615.9811.0519.16-18.4012.1614.0914.09322.8219.9812.696.006.2618.2615.9811.0519.16-18.4012.1614.0914.09222.8219.9812.696.006.2618.2615.9811.0519.16-18.4012.1614.0914.09122.9020.0812.606.006.2618.3216.0610.9819.16-18.4

11、012.0814.0914.093表3梁控制截面弯矩和剪力值层次ag截回何载旧M(KNM)V(KN)b(m)M=M-Vb/2q(KN/m)V=V-qb/2六层CD跨左恒载53.3270.830.6032.0724.5163.4813.2917.990.607.896.2616.11地震51.9211.190.6048.560.0011.19右恒载69.5076.230.6046.6424.5168.8818.0419.570.6012.176.2617.69地震21.9211.190.6018.560.0011.19DE跨左恒载28.8015.740.6024.0814.9911.247.31

12、3.550.606.253.382.54地震53.6939.770.6041.760.0039.77右恒载28.8015.740.6024.0814.9911.247.313.550.606.253.382.54地震53.6939.770.6041.760.0039.77EF跨左恒载69.5076.230.6046.6424.5168.8718.0419.570.6012.176.2617.69地震21.9211.190.6018.560.0011.19右恒载53.3270.830.6032.0724.5163.4813.2917.990.607.896.2616.11地震51.9211.19

13、0.6048.560.0011.19五层CD跨左恒载47.5051.660.6032.0117.4346.4316.4118.460.6010.876.2616.58地震110.1324.530.60102.770.0024.53右恒载51.3052.920.6035.4217.4347.6918.3219.100.6012.596.2617.22地震51.7824.530.6044.420.0024.53DE跨左恒载11.1810.840.607.9310.327.744.904.430.603.574.223.17地震126.7893.910.6098.610.0093.91右恒载11.1

14、810.840.607.9310.327.744.904.430.603.574.223.17地震126.7893.910.6098.610.0093.91EF跨左恒载51.3052.920.6035.4217.4347.6918.3219.100.6012.596.2617.22地震51.7824.530.6044.420.0024.53右恒载47.5051.660.6032.0117.4346.4316.4118.460.6010.876.2616.58地震110.1324.530.60102.770.0024.53四层CD跨左恒载45.2651.370.6029.8517.4346.14

15、15.9818.400.6010.466.2616.52地震156.6435.190.60146.080.0035.19右恒载50.8053.210.6034.8417.4347.9818.2619.160.6012.516.2617.28地震75.6435.190.6065.080.0035.19DE跨左恒载12.4010.840.609.1510.327.745.074.430.603.744.223.17地震185.19137.180.60144.040.00137.18右恒载12.4010.840.609.1510.327.745.074.430.603.744.223.17地震185

16、.19137.180.60144.040.00137.18EF跨左恒载50.8053.210.6034.8417.4347.9918.2619.160.6012.516.2617.28地震75.6435.190.6065.080.0035.19右恒载45.2651.370.6029.8517.4346.1415.9818.400.6010.466.2616.52地震156.6435.190.60146.080.0035.19三层CD跨左恒载45.2651.370.6029.8517.4346.1415.9818.400.6010.466.2616.52地震216.4346.870.60202.

17、370.0046.87右恒载50.8053.210.6034.8417.4347.9818.2619.160.6012.516.2617.28地震92.9246.870.6078.860.0046.87DE跨左恒载12.4010.840.609.1510.327.745.074.430.603.744.223.17地震227.51168.530.60176.950.00168.53右恒载12.4010.840.609.1510.327.745.074.430.603.744.223.17地震227.51168.530.60176.950.00168.53EF跨左恒载50.8053.210.60

18、34.8417.4347.9818.2619.160.6012.516.2617.28地震92.9246.870.6078.860.0046.87右恒载45.2651.370.6029.8517.4346.1415.9818.400.6010.466.2616.52地震216.4346.870.60202.370.0046.87一层CD跨左恒载45.3451.350.6029.9417.4346.1315.9818.400.6010.466.2616.52地震220.0149.900.60205.040.0049.90右恒载50.9653.230.6034.9917.4348.0018.261

19、9.160.6012.516.2617.28地震109.3049.900.6094.330.0049.90DE跨左恒载12.0010.840.608.7510.327.745.074.430.603.744.223.17地震269.59199.700.60209.680.00199.70右恒载12.0010.840.608.7510.327.745.074.430.603.744.223.17地震269.59199.700.60209.680.00199.70EF跨左恒载50.9653.230.6034.9917.4348.0018.2619.160.6012.516.2617.28地震109

20、.3049.900.6094.330.0049.90右恒载45.3451.350.6029.9417.4346.1315.9818.400.6010.466.2616.52地震220.0149.900.60205.040.0049.90一层CD跨左恒载40.9151.020.6025.6017.4345.8016.0618.400.6010.546.2616.53地震191.2345.310.60177.640.0045.31右恒载48.5053.560.6032.4417.4348.3318.3219.160.6012.576.2617.28地震107.8145.310.6094.220.0

21、045.31DE跨左恒载9.7910.840.606.5410.327.744.914.430.603.584.223.17地震263.95195.520.60205.290.00195.52右恒载9.7910.840.606.5410.327.744.914.430.603.584.223.17地震263.95195.520.60205.290.00195.52EF跨左恒载48.5053.560.6032.4417.4348.3318.3219.160.6012.576.2617.28地震220.0149.900.60205.040.0049.90右恒载40.9151.020.6025.60

22、17.4345.8016.0618.400.6010.546.2616.53地震109.3049.900.6094.330.0049.906表4框架梁的内力组合表表格名杆件截回内力荷载种类内力组合恒载地晨布载1.2恒荷裁+1.4活仅1载1.35恒杭载+0.7X1.4活何载左震右震左震右震1.2X（恒彳由载+0.5活何载）+1.3地晨何载屋顶横梁内力组合C6D6C6M-32.07-7.8948.56-48.56-49.53-51.0319.91-106.35V63.4816.11-11.1911.1998.73101.4971.30100.39跨中M55.1514.0914.99-14.9985

23、.9188.2694.1255.15D6左M-46.64-12.17-18.5618.56-73.00-74.88-87.39-39.14V-68.88-17.69-11.1911.19-107.42-110.32-107.82-78.72D6E6D6右M-24.08-6.2541.76-41.76-37.65-38.6321.64-86.93V11.242.54-39.7739.7717.0417.66-36.6966.71跨中M4.130.930.000.006.266.495.515.51E6左M-24.08-6.25-41.7641.76-37.65-38.63-86.9321.64V

24、-11.24-2.54-39.7739.77-17.04-17.66-66.7136.69E6F6E6右M-46.64-12.1718.56-18.56-73.00-74.88-39.14-87.39V68.8817.69-11.1911.19107.42110.3278.72107.82跨中M55.1514.09-14.9914.9985.9188.2655.1594.12F6M-32.07-7.89-48.5648.56-49.53-51.03-106.3519.91V-63.48-16.11-11.1911.19-98.73-101.49-100.39-71.30表格名杆件截回内力荷载种

25、类内力组合恒载地晨布载1.2恒荷裁+1.4活仅1载1.35恒杭载+0.7X1.4活何载左震右震左震右震1.2X（恒彳由载+0.5活何载）+1.3地晨何载5楼楼顶横梁内力组合D5D5C5M-32.01-10.87102.77-102.77-53.63-53.8788.67-178.54V46.4316.58-24.5324.5378.9378.9333.7897.55跨中M39.2214.0929.17-29.1766.7966.7693.4417.60D5左M-35.42-12.59-44.4244.42-60.13-60.16-107.807.69V-47.69-17.22-24.5324.

26、53-81.34-81.26-99.45-35.67D5E5D5右M-7.93-3.5798.61-98.61-14.51-14.20116.54-139.85V7.743.17-93.9193.9113.7313.56-110.89133.27跨中M2.841.160.000.005.034.974.104.10E5左M-7.93-3.57-98.6198.61-14.51-14.20-139.85116.54V-7.74-3.17-93.9193.91-13.73-13.56-133.27110.89E5F5E5右M-35.42-12.5944.42-44.42-60.13-60.167.

27、69-107.80V47.6917.22-24.5324.5381.3481.2635.6799.45跨中M39.2214.09-29.1729.1766.7966.7617.6093.44F5M-32.01-10.87-102.77102.77-53.63-53.87-178.5488.67V-46.43-16.58-24.5324.53-78.93-78.93-97.55-33.78表格名杆件截回内力荷载种类内力组合恒载地晨布载1.2恒荷裁+1.4活仅1载1.35恒杭载+0.7X1.4活何载左震右震左震右震1.2X（恒彳由载+0.5活何载）+1.3地晨何载4楼楼顶横梁内力组合C4D4C4M

28、-29.85-10.46146.08-146.08-50.464-50.548147.808-232.000V46.1416.52-35.1935.1978.49678.47919.533111.027跨中M39.22014.09040.480-40.48066.79066.755108.1422.894D4左M-34.84-12.51-65.0865.08-59.322-59.294-133.91835.290V-47.98-17.28-35.1935.19-81.768-81.707-113.691-22.197D4E4D4右M-9.15-3.74144.04-144.04-16.216-

29、16.018174.028-200.476V7.743.17-137.18137.1813.72613.556-167.144189.524跨中M2.8401.1600.0000.0005.0324.9714.1044.104E4左M-9.15-3.74-144.04144.04-16.216-16.018-200.476174.028V-7.74-3.17-137.18137.18-13.726-13.556-189.524167.144E4F4E4右M-34.84-12.5165.08-65.08-59.322-59.29435.290-133.918V47.9917.28-35.1935

30、.1981.78081.72122.209113.703跨中M39.22014.090-40.48040.48066.79066.7552.894108.142F4M-29.85-10.46-146.08146.08-50.464-50.548-232.000147.808V-46.14-16.52-35.1935.19-78.496-78.479-111.027-19.533表格名杆件截回内力荷载种类内力组合恒载地晨布载1.2恒荷裁+1.4活仅1载1.35恒杭载+0.7X1.4活何载左震右震左震右震1.2X（恒彳由载+0.5活何载）+1.3地晨何载3楼楼顶横梁内力组合C3D3C3M-29.8

31、5-10.46202.37-202.37-50.464-50.548220.985-305.177V46.1416.52-46.8746.8778.49678.4794.349126.211跨中M39.22014.09061.840-61.84066.79066.755135.910-24.874D3左M-34.84-12.51-78.8678.86-59.322-59.294-151.83253.204V-47.98-17.28-46.8746.87-81.768-81.707-128.875-7.013D3E3D3右M-9.15-3.74176.95-176.95-16.216-16.01

32、8216.811-243.259V7.743.17-168.53168.5313.72613.556-207.899230.279跨中M2.8401.1600.0000.0005.0324.9714.1044.104E3左M-9.15-3.74-176.95176.95-16.216-16.018-243.259216.811V-7.74-3.17-168.53168.53-13.726-13.556-230.279207.899E3F3E3右M-34.84-12.5178.86-78.86-59.322-59.29453.204-151.832V47.9817.28-46.8746.8781

33、.76881.7077.013128.875跨中M39.22014.090-61.84061.84066.79066.755-24.874135.910F3M-29.85-10.46-202.37202.37-50.464-50.548-305.177220.985V-46.14-16.52-46.8746.87-78.496-78.479-126.211-4.34910表格名杆件截回内力荷载种类内力组合恒载地晨布载1.2恒荷裁+1.4活仅1载1.35恒杭载+0.7X1.4活何载左震右震左震右震1.2X（恒彳由载+0.5活何载）+1.3地晨何载2楼楼顶横梁内力组合C2D2C2M-29.94-1

34、0.46205.04-205.04-50.572-50.670224.348-308.756V46.1316.52-49.9049.9078.48478.4650.398130.138跨中M39.22014.09055.380-55.38066.79066.755127.512-16.476D2左M-34.99-12.51-94.3394.33-59.502-59.496-172.12373.135V-48.00-17.28-49.9049.90-81.792-81.734-132.838-3.098D2E2D2右M-8.75-3.74209.68-209.68-15.736-15.47825

35、9.840-285.328V7.743.17-199.70199.7013.72613.556-248.420270.800跨中M-3.780-1.5400.0000.000-6.692-6.612-5.460-5.460E2左M-8.75-3.74-209.68209.68-15.736-15.478-285.328259.840V-7.74-3.17-199.70199.70-13.726-13.556-270.800248.420E2F2E2右M-34.99-12.5194.33-94.33-59.502-59.49673.135-172.123V48.0017.28-49.9049.9

36、081.79281.7343.098132.838跨中M39.22014.090-55.38055.38066.79066.755-16.476127.512F2M-29.94-10.46-205.04205.04-50.572-50.670-308.756224.348V-46.13-16.52-49.9049.90-78.484-78.465-130.138-0.398表格名杆件截回内力荷载种类内力组合恒载地晨布载1.2恒荷裁+1.4活仅1载1.35恒杭载+0.7X1.4活何载左震右震左震右震1.2X（恒彳由载+0.5活何载）+1.3地晨何载1楼楼顶横梁内力组合C1D1C1M-25.60-

37、10.54177.64-177.64-45.476-44.889193.888-267.976V45.8016.53-45.3145.3178.10278.0295.975123.781跨中M39.22014.09041.690-41.69066.79066.755109.7151.321D1左M-32.44-12.57-94.2294.22-56.526-56.113-168.95676.016V-48.33-17.28-45.3145.31-82.188-82.180-127.267-9.461D1E1D1右M-6.54-3.58205.29-205.29-12.860-12.337256

38、.881-276.873V7.743.17-195.32195.3213.72613.556-242.726265.106跨中M2.8401.1600.0000.0005.0324.9714.1044.104E1左M-6.54-3.58-205.29205.29-12.860-12.337-276.873256.881V-7.74-3.17-195.32195.32-13.726-13.556-265.106242.726E1F1E1右M-32.44-12.5794.22-94.22-56.526-56.11376.016-168.956V48.3317.28-45.3145.3182.188

39、82.1809.461127.267跨中M39.22014.090-41.69041.69066.79066.7551.321109.715F1M-25.60-10.54-177.64177.64-45.476-44.889-267.976193.888V-45.80-16.53-45.3145.31-78.102-78.029-123.781-5.975表5框架柱的内力组合表框架柱的内力组合表（六层）杆件号截面内力种类恒柿载活荷载地震1.2恒+1.4活1.35恒+0.7M.4X1.2X（恒+0.5游）+1.3加震MmaxN、VNmaxM、VNminM、V地震左地震右地震左地震右C6c6上端M

40、42.312.6351.92-51.9268.4469.48125.83-9.16125.8369.48-9.16N240.1646.311.19-11.19353.01369.59330.52301.43330.52369.59330.52下端M25.779.1827.96-27.9643.7843.7972.780.0872.7843.790.08N260.3246.311.19-11.19377.20396.81354.71325.62354.71396.81325.62V-18.91-6.06-22.1922.19-31.18-31.47-55.182.52-55.18-31.472.

41、52D6D5上端M-23.56-6.775.61-75.61-37.65-38.3766.00-130.59-130.59-38.37-130.59N286.3370.8538.58-28.58442.79455.98436.26348.95348.95455.98348.59下端M-13.97-4.9454.75-54.75-23.68-23.7051.45-90.90-90.90-23.70-90.90N306.4970.8528.58-28.58466.98483.19447.45373.14373.14483.19373.14V10.433.23-36.2136.2117.0417.2

42、5-32.6261.5361.5317.2561.53E6E5上端M23.566.775.61-75.6137.6538.37130.59-66.00130.5938.37-66.00N286.3370.8528.58-28.58442.79455.98423.26348.95423.26455.98348.95下端M13.974.9454.75-54.7523.6823.7090.90-51.4590.9023.70-51.45N306.4970.8528.58-28.58466.98483.19447.45373.14447.45483.19373.14V-10.43-3.23-36.21

43、36.21-17.04-17.25-61.5332.62-61.53-17.2532.62F6F5上端M-42.3-12.6351.92-51.92-68.44-69.489.16-125.83-125.83-69.48-125.83N240.1646.311.19-11.19353.01369.59330.52301.43301.43369.59301.43下端M-25.77-9.1827.96-27.96-43.78-43.79-0.08-72.78-72.78-43.79-72.78N260.3246.311.19-11.19377.20396.81354.71325.62325.623

44、96.81325.62V18.916.06-22.1922.1931.1831.47-2.5255.1855.1831.4755.18框架柱的内力组合表（五层）杆件截内恒柿载活荷载地震1.2恒1.35恒1.2X（恒+0.5X活）MmaxNmaxNmin号面力种类+1.4活+0.7M.4X+1.3那震地震左地震右地震左地震右N、VM、VM、VC5c4上端M16.127.3582.77-82.7729.6328.97131.36-83.85131.3628.97-83.85N433.6793.1435.72-35.72650.80676.73622.72529.85622.72676.37529.

45、85下端M19.55855.18-55.1834.6634.2399.99-43.4799.9934.23-43.47N453.8393.1435.72-35.72674.99703.95646.92554.04646.92703.95554.04V-9.91-4.27-38.3238.32-17.87-17.56-64.2735.36-64.27-17.5635.36D5D4上端M-10.23-4.44123.81-123.81-18.49-18.16146.01-175.89-175.89-18.16-175.89N550.87146.8697.96-97.96866.65887.6087

46、6.51621.81621.81887.60621.81下端M-11.08-4.54101.3-101.3-19.65-19.41115.67-147.71-147.71-19.41-147.71N571.03146.8697.96-97.96890.84914.81900.70646.00646.00914.81646.00V5.592.49-62.5362.5310.199.99-73.0989.4989.499.9989.49E5E4上M10.334.44123.81-123.8118.6118.30176.01-145.89176.0118.30-145.89端N550.87146.8697.96-97.96866.65887.60876.51621.81876.51887.60621.81下端M11.084.54101.3-101.319.6519.41147.71-115.67147.7119.41-115.67N571.03146.8697.96-97.96890.84914.81900.70646.00900.70914.81646.00V-5.59-2.49-62.5362.53-10.19-9.99-89.4973.09-89.49-9.9973.09F5F4上端M-16.12-7.3582.77