【抗震设计中竖向荷载作用框架内力计算及组合（论文）】

抗震设计中竖向荷载作用框架内力计算及组合目录TOC\o"1-2"\h\u10421抗震设计中竖向荷载作用框架内力计算及组合 1505一、竖向荷载作用框架内力计算 115173（一）梁柱端的弯矩计算 34229（二）梁端剪力和轴力计算 1323563二、内力组合 1627546（一）荷载组合 1610931（二）控制截面及不利内力 166023（三）计算结果 16一、竖向荷载作用框架内力计算由于本建筑设计为框架结构且本结构为五层三跨，相比而言属于层数跨数较多，所以综合已有框架内力计算方法之后，分层法相比弯矩二次分配法更加适用此培训楼结构。此培训楼活荷载较小，所以在竖向荷载作用下对其进行内力计算时允许可以不将活荷载作用的不利位置作为内力分析时的考虑，即使以这种情况下所求的的各种内力主要是梁的跨中弯矩相比考虑不利位置时所求得的弯矩较低，但因为此设计中活载比例在总荷载比例中占比较小，故影响可以忽略不计。框架横梁均布恒荷载、活荷载具体数值见图6.1。图6.1横向框架荷载作用图当框架柱在承受外部竖向集中荷载时，由于作用位置的原因，会对框架柱产生偏心弯矩，此结构中恒活荷载对框架柱产生的附加偏心弯矩可见图6.2，6.3所示。图6.2竖向恒载引起的偏心弯矩图6.3竖向活载引起的偏心弯矩（一）梁柱端的弯矩计算梁端固定弯矩计算：恒载：屋面：楼面：活载：屋面：楼面：框架在竖向均布活荷载的作用下内力的计算方法与上述方法相同，分层法的计算见图6.4、6.5、6.6。图6.4（a）顶层弯矩分配图图6.4（b）顶层弯矩图图6.5.（a）标准层弯矩分配图图6.5（b）标准层弯矩图图6.6.（a）底层弯矩分配图图6.6（b）底层弯矩图框架在竖向均布活荷载作用下内力的计算方法与上述相同，结果见图6.7、6.8、6.9、6.10、6.11。图6.7（a）顶层弯矩分配图图6.7（b）顶层弯矩分配及弯矩图图6.8（a）标准层弯矩分配图图6.8（b）标准层弯矩图图6.9（a）底层弯矩分配图图6.9（b）底层弯矩图由于弯矩在节点间的分配不会一次就分配均匀，因此需要对其再进行一次分配，此处取五层A柱节点进行弯矩再分配举例，如图所示：图6.10弯矩二次分配图其余各节点弯矩分配见图中数据。本设计中梁端弯矩的调幅系数取0.8。调幅结果表见6.1。表6.1梁端弯矩的调幅层次AB跨BC跨CD跨调幅前调幅后调幅前调幅后梁左梁右梁左梁右梁左梁右梁左梁右同AB跨恒载五层72.05131.0581.68132.7274.674.666.6466.64四层106.95147097122.01153.9364.9764.9736.5736.57三层106.95147.97119.22153.6264.9764.9738.0638.06二层106.95147.97119.78153.6264.9764.9738.0638.06一层103.81148109.78149.7764.9764.9756.5656.56活载五层19.6934.9622.0235.3420.1420.1418.3518.35四层25.6435.2029.4636.1716.4616.4611.8211.82三层25.6435.2028.5836.0216.4616.4612.5812.58二层25.6435.2028.7036.0216.4616.4612.5812.58一层24.8235.2226.3235.7217.1117.1114.7314.73竖向均布荷载作用下的框架弯矩图为图6.11，6.12。图6.11竖向均布恒载作用下的框架弯矩图图6.12竖向均布活载作用下的框架弯矩图（二）梁端剪力和轴力计算梁端剪力：梁上均布荷载引起的剪力：梁端弯矩引起的剪力柱轴力具体计算结果见表6.2,6.3,6.4,6.5,6.6,6.7。层号q(kN/m)l(m)ql/2(kN)∑M/l(kN)VA=ql/2-∑M/l(kN)VB=ql/2＋∑M/l(kN)531.347.2112.827.09105.73119.91435.227.2126.794.43122.36131.22335.227.2126.794.78122.01131.57235.227.2126.794.70122.09131.49135.227.2126.795.56121.23132.35表6.2恒载作用下AB梁端剪力计算表6.3恒载作用下BC梁端剪力计算层号q(kN/m)l(m)ql/2(kN)∑M/l(kN)VA=ql/2-∑M/l(kN)VB=ql/2＋∑M/l(kN)523.673.029.9029.929.9430.693.029.9029.929.9330.693.029.9029.929.9230.693.029.9029.929.9130.693.029.9029.929.9表6.4活载作用下AB梁端剪力计算层号q(kN/m)l(m)ql/2(kN)∑M/l(kN)VA=ql/2-∑M/l(kN)VB=ql/2＋∑M/l(kN)523.677.235.51035.5135.51430.697.246.04046.0446.04330.697.246.04046.0446.04230.697.246.04046.0446.04130.697.246.04046.0446.04表6.5中柱C纵向梁传递集中荷载层号q(kN/m)l(m)ql/2(kN)∑M/l(kN)VA=ql/2-∑M/l(kN)VB=ql/2＋∑M/l(kN)57.503.011.25011.2511.2549.373.014.06014.0614.0639.373.014.06014.0614.0629.373.014.06014.0614.0619.373.014.06014.0614.06表6.6恒载作用下的剪力和轴力层次总剪力柱轴力AB跨BC跨A柱B柱VAVBVB=VCN顶N底N顶N底5105.73119.9129.99216.25250.38230.43264.564122.36131.2229.99365.44399.57379.62413.753122.01131.5729.99514.63548.75528.81562.932122.09131.4929.99663.81697.94677.99712.121121.23132.3529.99813.00847.13827.18861.31表6.7活载作用下的剪力和轴力层次总剪力柱轴力AB跨BC跨A柱B柱VA=VBVB=VCN顶=N底N顶=N底529.9911.2546.5343.52429.9914.0663.0779.30329.9914.0679.61115.08229.9914.0696.15150.86129.9914.06112.69186.64二、内力组合（一）荷载组合荷载组合简化如下：（1）恒荷载+活荷载、（2）恒荷载+风荷载、（3）恒荷载+活荷载+风荷载、（4）恒荷载+地震荷载+活荷载（二）控制截面及不利内力框架梁设计验算时注意两点：应取支座处的截面并同时考虑梁支座处的最大负弯矩和最不利剪力；也应考虑梁跨中截面的最大正弯矩。框架柱在设计验算阶段需要考虑三种情况：在柱端和柱底截面处的最大弯矩以及所对应的剪力和轴力；最大轴力以及所对应的弯矩和剪力；最小轴力以及所对应的弯矩和剪力。（三）计算结果1.框架内力计算框架内力计算结果及框架梁内力组合见表7.1，7.2表7.1框架内力计算结果层次AB跨BC跨V左=V右恒载①5-81.6895.88132.72105.7119.9-66.68.8866.6435.514-122.0190.26153.93122.3131.2-36.511.5136.5746.043-119.2291.81153.62122.0131.5-38.111.5138.0646.042-119.7891.53153.62122.0131.4-38.111.5138.0646.041-109.7898.45149.77121.2132.3-56.511.5156.5646.04活载②5-22.02-19.335.3429.9929.99-18.32.8118.3511.254-29.46-23.436.1729.9929.99-11.83.5111.8214.063-28.58-22.936.0229.9929.99-12.53.5112.5814.062-28.70-22.936.0229.9929.99-12.53.5112.5814.061-26.32-21.735.7229.9929.99-14.73.5114.7314.06重力荷载③=①+0.5×②5-92.6986.23150.39120.73134.91-75.8010.2975.81541.1354-136.7478.54172.015137.36146.22-42.4813.2742.4853.073-133.5180.36171.63137.01146.57-44.3513.2744.3553.072-134.1380.04171.63137.09146.49-44.3513.2744.3553.071-122.9487.63167.63136.23147.35-63.92513.2763.92553.07风荷载④50.820.20.390.170.170.930.30.390.6242.10.51.110.450.452.650.91.111.7733.300.71.850.720.724.391.61.852.9324.350.92.530.960.966.032.62.534.0215.851.33.201.261.267.62.63.205.08地震荷载⑤538.96010.337.977.9718.11010.337.97485.84026.4013.3513.446.32026.4073.363122.7039.6726.6226.669.59039.67109.22122.7054.8932.9632.969.59054.89138.31150.0054.8943.4343.496.31054.89158.1表7.2框架梁内力组合组合规则层次AB跨BC跨V左=V右无地震组合可变荷载控制=1.2×①+1.4×②+0.6×1.4×④5-129.5387.84209.07169.00186.02-106.4414.38105.9958.884-189.4375.08236.29189.20199.83-62.6617.9961.3676.423-185.8577.49236.33189.00200.47-66.9717.4164.8477.392-187.5776.89236.90189.30200.58-68.3516.5565.4178.311-173.5086.72232.42188.52201.86-94.8916.5291.1879.20永久荷载控制=1.35×①+0.7×1.4×③+0.6×1.4×④5-201.79213.7326.88261.189294.23-165.0421.86164.588.774-300.49198.4377.31300.17320.82-93.2327.8091.93115.63-294.56202.0377.14299.58321.86-98.5327.2296.40116.62-296.80201.2377.71299.97321.87-99.9126.3696.97117.51-273.60217.7369.15298.22324.13-145.4026.33141.7118.4有地震组合=1.2×③+1.3×⑤5-161.88103.7193.90155.23172.25-114.5212.34104.459.724-275.6894.25240.74182.18192.81-111.1915.9285.30159.03-319.8096.43257.53199.01210.48-143.6915.92104.8205.72-320.5496.04277.31207.35218.63-143.6915.92124.5243.51-342.58105.1272.51219.93233.27-201.9115.92148.0269.32.框架柱内力计算结果及框架柱内力组合框架柱内力计算结果及框架柱内力组合见表7.3,7.4表7.3框架柱内力计算结果荷载类型层号A柱B柱恒载①581.6868.9041.83216.2250.366.0946.8431.17230.4264.56453.1163.4532.38365.4399.570.5244.7511.02379.6413.75355.7762.9232.97514.6548.770.8244.7532.10528.8562.93256.8574.3736.45663.8697.970.8250.6333.74677.9712.12135.2213.2610.65813.0847.142.5814.7512.6827.1861.31活载②522.0216.5610.7246.5346.5316.9911.597.9446.5346.53412.9214.847.7163.0763.0712.7610.526.4863.0763.07313.7514.727.9179.6179.6112.9110.526.5179.6179.61213.9817.278.6896.1596.1512.9111.316.7396.1596.1518.9813.264.89112.6112.69.653.342.85112.6112.69重力荷载③=①+0.5×②592.6977.1847.19239.5273.674.5952.6435.14253.7287.83459.5770.8736.24396.9431.176.950.0114.26411.1445.29362.64570.2836.93554.4588.577.2850.0135.36568.6602.74263.8483.0140.79711.8746.077.2856.2937.11726.0760.20139.7119.8913.09869.3903.447.4116.4214.03883.5917.66风荷载④50.80.40.40.10.21.31.10.60.40.4541.71.10.70.20.22.72.41.41.71.7732.21.81.11.31.33.73.72.03.93.9822.52.51.42.32.34.84.82.64.84.8313.26.12.63.53.56.07.33.75.55.59地震荷载⑤539.121177.97.96250311515.24465.34330262610597567070.25380.1654053531358775152152.9258.2854785852015988258258.3112.37480129129177217109373373.1

表7.4框架柱内力组合荷载类型组合规则层号A柱B柱无地震组合可变荷载控制=1.2×①+1.4×②+0.6×1.4×④5129.5106.265.50324.78365.7104.2073.3249.0342.0382.9483.2297.8450.305