风荷载作用下框架内力计算

PAGE/NUMPAGES风荷载作用下框架内力计算：框架在风荷载作用下的内力计算采用D值法。计算时首先将框架各楼层的层间总剪力Vj，按各柱的侧移刚度值（D值）在该层总侧移刚度所占比例分配到各柱，即可求得第j层第i柱的层间剪力Vij；根据求得的各柱层间剪力Vij和修正后的反弯点位置Y，即可确定柱端弯矩Mc上和Mc下；由节点平衡条件，梁端弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和按线刚度比例分配，可求出各梁端弯矩；进而由梁的平衡条件求出梁端剪力；最后，第j层第i柱的轴力即为其上各层节点左右梁端剪力代数和。一榀框架上风荷载的作用计算：前面已经算出风荷载作用下的一榀框架下每层楼的剪力，但是还要计算出一品框架下每根柱子分得的剪力,具体的计算结果见下表:F轴1柱层数hi(m)Di层刚度和层剪力(KN)单柱分得的剪力(KN)103.22.12E+041.00E+06168.393.5593.62.12E+041.00E+06271.545.7283.62.12E+041.00E+06368.467.7773.62.12E+041.00E+06458.109.6663.62.12E+041.00E+06539.8111.3853.62.12E+041.00E+06614.6712.9643.82.32E+041.03E+06686.4815.5233.82.32E+041.03E+06750.1316.9623.82.32E+041.03E+06806.6118.2416.31.14E+052.81E+06900.0636.61F轴2柱层数hi(m)Di层刚度和层剪力(KN)单柱分得的剪力(KN)103.23.21E+041.00E+06168.395.3793.63.21E+041.00E+06271.548.6783.63.21E+041.00E+06368.4611.7673.63.21E+041.00E+06458.1014.6263.63.21E+041.00E+06539.8117.2353.63.21E+041.00E+06614.6719.6243.83.96E+041.03E+06686.4826.5133.83.96E+041.03E+06750.1328.9723.83.96E+041.03E+06806.6131.1516.31.31E+052.81E+06900.0641.86F轴3柱层数hi(m)Di层刚度和层剪力(KN)单柱分得的剪力(KN)103.23.21E+041.00E+06168.395.3793.63.21E+041.00E+06271.548.6783.63.21E+041.00E+06368.4611.7673.63.21E+041.00E+06458.1014.6263.63.21E+041.00E+06539.8117.2353.63.21E+041.00E+06614.6719.6243.83.96E+041.03E+06686.4826.5133.83.96E+041.03E+06750.1328.9723.83.96E+041.03E+06806.6131.1516.31.31E+052.81E+06900.0641.86F轴4柱层数hi(m)Di层刚度和层剪力(KN)单柱分得的剪力(KN)103.22.12E+041.00E+06168.393.5593.62.12E+041.00E+06271.545.7283.62.12E+041.00E+06368.467.7773.62.12E+041.00E+06458.109.6663.62.12E+041.00E+06539.8111.3853.62.12E+041.00E+06614.6712.9643.82.32E+041.03E+06686.4815.5233.82.32E+041.03E+06750.1316.9623.82.32E+041.03E+06806.6118.2416.31.14E+052.81E+06900.0636.61风荷载作用下反弯点高度的计算:反弯点高度比即:V=V0+V1+V2+V3式中:V0——标准层反弯点高度比；注：本框架风荷载采用分段式均布荷载，故可查《高层建筑结构设计》表5.8a。V1——因上、下层梁刚度比变化的修正值，查《高层建筑结构设计》表5.9；V2——因上层层高变化的修正值，查《高层建筑结构设计》表5.10；V3——因下层层高变化的修正值，查《高层建筑结构设计》表5.10。具体计算结果见下表：F轴横向框架柱在风荷载作用下的反弯点高度修正层数纵向轴标梁柱线刚度比V0V1V2V3V110.169646570.8750.000-0.0150.0000.8620.3179442180.8410.000-0.0500.0000.7930.3179442180.8410.000-0.0500.0000.7940.169646570.8750.000-0.0150.0000.86210.2498210790.6000.0000.000-0.1070.4920.4682037950.5500.0000.000-0.0640.4930.4682037950.5500.0000.000-0.0640.4940.2498210790.6000.0000.000-0.1070.49310.2498210790.4750.0000.0000.0000.4820.4682037950.4500.0000.0000.0000.4530.4682037950.4500.0000.0000.0000.4540.2498210790.4750.0000.0000.0000.48410.2498210790.4250.000-0.0130.0000.4120.4682037950.4500.0000.0000.0000.4530.4682037950.4500.0000.0000.0000.4540.2498210790.4250.000-0.0130.0000.41510.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45610.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45710.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45810.7480.4240.0000.0000.0000.4221.4018690480.4500.0000.0000.0000.4531.4018690480.4500.0000.0000.0000.4540.7480.4240.0000.0000.0000.42910.7480.4000.0000.0000.0000.4021.4018690480.4500.0000.0000.0000.4531.4018690480.4500.0000.0000.0000.4540.7480.4000.0000.0000.0000.401010.7480.3000.0000.0000.0000.3021.4018690480.4000.0000.0000.0000.4031.4018690480.4000.0000.0000.0000.4040.7480.3000.0000.0000.0000.30计算各柱端、梁端弯矩:①柱端弯矩计算：柱上下端弯矩按式：MuV(1y)h，MdVyh计算；②梁端弯矩计算：梁端弯矩按式Mib/ib(MuMd)具体结果如下：F轴1柱层数hi(m)单柱分得的剪力(KN)柱反弯点高度柱上端弯矩（KN.m）柱下端弯矩（KN.m）103.23.550.307.953.4193.65.720.4012.368.2483.67.770.4216.1111.8673.69.660.4519.1215.6463.611.380.4522.5318.4353.612.960.4525.6520.9943.815.520.4134.6924.2933.816.960.4833.8330.6123.818.240.4935.1534.1516.336.610.8831.45202.97F轴2柱层数hi(m)单柱分得的剪力(KN)柱反弯点高度柱上端弯矩（KN.m）柱下端弯矩（KN.m）103.25.370.4010.326.8893.68.670.4517.1614.0483.611.760.4523.2819.0573.614.620.5026.3126.3163.617.230.5031.0131.0153.619.620.5035.3135.3143.826.510.4555.4145.3433.828.970.4560.5549.5423.831.150.4960.9057.4816.341.860.7955.11208.58F轴3柱层数hi(m)单柱分得的剪力(KN)柱反弯点高度柱上端弯矩（KN.m）柱下端弯矩（KN.m）103.25.370.4010.326.8893.68.670.4517.1614.0483.611.760.4523.2819.0573.614.620.5026.3126.3163.617.230.5031.0131.0153.619.620.5035.3135.3143.826.510.4555.4145.3433.828.970.4560.5549.5423.831.150.4960.9057.4816.341.860.7955.11208.58F轴4柱层数hi(m)单柱分得的剪力(KN)柱反弯点高度柱上端弯矩（KN.m）柱下端弯矩（KN.m）103.23.550.307.953.4193.65.720.4012.368.2483.67.770.4216.1111.8673.69.660.4519.1215.6463.611.380.4522.5318.4353.612.960.4525.6520.9943.815.520.4134.6924.2933.816.960.4833.8330.6123.818.240.4935.1534.1516.336.610.8827.68202.97风荷载作用下的梁端弯矩层数hi1轴右端弯矩（KN.M）2轴左端弯矩(KN.M)2轴右端弯矩(KN.M)3轴左端弯矩(KN.M)3轴右端弯矩(KN.M)4轴左端弯矩(KN.M)103.27.955.225.105.105.227.9593.615.7712.1611.8711.8712.1615.7783.624.3518.8818.4418.4418.8824.3573.630.9722.9522.4122.4122.9530.9763.638.1729.0028.3228.3229.0038.1753.644.0933.5532.7632.7633.5544.0943.855.6845.9044.8244.8245.9055.6833.858.1253.5852.3152.3153.5858.1223.865.7655.8854.5654.5655.8865.7616.366.4456.9755.6255.6256.9766.44计算各梁端剪力:计算方法：以梁为隔离体根据力矩平衡可得到梁端剪力。具体计算结果如下表：风荷载作用下的梁端剪力层数1轴右端剪力2轴左端剪力2轴右端剪力3轴左端剪力3轴右端剪力4轴左端剪力101.361.361.591.591.361.3692.882.883.713.712.882.8884.464.465.765.764.464.4675.565.567.007.005.565.5666.936.938.858.856.936.9358.008.0010.2410.248.008.00410.4710.4714.0114.0110.4710.47311.5211.5216.3516.3511.5211.52212.5412.5417.0517.0512.5412.54112.7212.7217.3817.3812.7212.72注：单位为KN计算各柱轴力:计算方法：已知梁的剪力，由上到下利用节点的竖向力平衡条件，即可得到柱的轴力，计算方法同恒。具体计算结果如下：风荷载作用下各柱的轴力（KN）截面位置1柱轴力2柱轴力3柱轴力4柱轴力10层柱顶-1.36-0.240.241.369层柱顶-4.24-1.071.074.248层柱顶-8.69-2.372.378.697层柱顶-14.25-3.823.8214.256层柱顶-21.18-5.745.7421.185层柱顶-29.18-7.977.9729.184层柱顶-39.66-11.5111.5139.663层柱顶-51.17-16.3416.3451.172层柱顶-63.71-20.8520.8563.711层柱顶-76.43-25.5125.5176.43风荷载作用下的内力图绘制:风载作用下的梁端、柱端弯矩，梁端柱端剪力，柱的轴力计算完毕，恒载作用下的标准值如下几图所示：手算风荷载作用下柱端弯矩图手算风荷载作用下两端弯矩图与电算内力图的比较：电算风荷载作用下柱端弯矩图电算风荷载作用下两端弯矩图误差分析：风荷载作用下梁柱剪力图的绘制与误差分析：手算风荷载作用下的梁柱剪力图电算风荷载作用下的梁柱剪力图误差分析：风荷载作用下柱轴力图的绘制与误差分析：手算风荷载作用下的柱轴力图电算风荷载作用下的柱轴力图误差分析：水平地震作用下框架内力计算：框架在水平地震荷载作用下的内力计算采用D值法。计算时首先将框架各楼层的层间总剪力Vj，按各柱的侧移刚度值（D值）在该层总侧移刚度所占比例分配到各柱，即可求得第j层第i柱的层间剪力Vij；根据求得的各柱层间剪力Vij和修正后的反弯点位置Y，即可确定柱端弯矩Mc上和Mc下；由节点平衡条件，梁端弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和按线刚度比例分配，可求出各梁端弯矩；进而由梁的平衡条件求出梁端剪力；最后，第j层第i柱的轴力即为其上各层节点左右梁端剪力代数和。（1）一榀框架上的地震作用：前面已经算出地震荷载作用下的一榀框架下每层楼的剪力，但是还要计算出一品框架下每根柱子分得的剪力,具体的计算结果见下表:F轴1柱层数hi（m）Di层刚度和层剪力（KN）单柱分得的剪力（KN）103.22.12E+041.00E+061073.6321.5093.62.12E+041.00E+061418.2528.4083.62.12E+041.00E+061728.1234.6173.62.12E+041.00E+062003.2440.1263.62.12E+041.00E+062243.6144.9353.62.12E+041.00E+062449.2249.0543.82.32E+041.03E+062629.3056.4733.82.32E+041.03E+062776.2559.6323.82.32E+041.03E+062883.0261.9216.31.14E+052.81E+062958.80114.33F轴2柱层数hi（m）Di层刚度和层剪力（KN）单柱分得的剪力（KN）103.23.21E+041.00E+061073.6334.2693.63.21E+041.00E+061418.2545.2683.63.21E+041.00E+061728.1255.1573.63.21E+041.00E+062003.2463.9363.63.21E+041.00E+062243.6171.6053.63.21E+041.00E+062449.2278.1643.83.96E+041.03E+062629.30101.5533.83.96E+041.03E+062776.25107.2223.83.96E+041.03E+062883.02111.3516.31.31E+052.81E+062958.80130.72F轴3柱层数hi（m）Di层刚度和层剪力（KN）单柱分得的剪力（KN）103.23.21E+041.00E+061073.6334.2693.63.21E+041.00E+061418.2545.2683.63.21E+041.00E+061728.1255.1573.63.21E+041.00E+062003.2463.9363.63.21E+041.00E+062243.6171.6053.63.21E+041.00E+062449.2278.1643.83.96E+041.03E+062629.30101.5533.83.96E+041.03E+062776.25107.2223.83.96E+041.03E+062883.02111.3516.31.31E+052.81E+062958.80130.72F轴4柱层数hi（m）Di层刚度和层剪力（KN）单柱分得的剪力（KN）103.22.12E+041.00E+061073.6321.5093.62.12E+041.00E+061418.2528.4083.62.12E+041.00E+061728.1234.6173.62.12E+041.00E+062003.2440.1263.62.12E+041.00E+062243.6144.9353.62.12E+041.00E+062449.2249.0543.82.32E+041.03E+062629.3056.4733.82.32E+041.03E+062776.2559.6323.82.32E+041.03E+062883.0261.9216.31.14E+052.81E+062958.80114.33（2）地震作用下反弯点高度的计算:反弯点高度比即:V=V0+V1+V2+V3式中:V0——标准层反弯点高度比；注：本框架地震荷载采用分段式倒三角形荷载，故可查《高层建筑结构设计》表5.8b。V1——因上、下层梁刚度比变化的修正值，查《高层建筑结构设计》表5.9；V2——因上层层高变化的修正值，查《高层建筑结构设计》表5.10；V3——因下层层高变化的修正值，查《高层建筑结构设计》表5.10。具体计算结果见下表：层数纵向轴标梁柱线刚度比V0V1V2V3V110.169646570.7950.000-0.0150.0000.7820.3179442180.8820.000-0.0500.0000.8330.3179442180.8820.000-0.0500.0000.8340.169646570.7950.000-0.0150.0000.78210.2498210790.6250.0000.000-0.1070.5220.4682037950.5500.0000.000-0.0640.4930.4682037950.5500.0000.000-0.0640.4940.2498210790.6250.0000.000-0.1070.52310.2498210790.5250.0000.0000.0000.5320.4682037950.5000.0000.0000.0000.5030.4682037950.5000.0000.0000.0000.5040.2498210790.5250.0000.0000.0000.53410.2498210790.4500.000-0.0130.0000.4420.4682037950.4840.0000.0000.0000.4830.4682037950.4840.0000.0000.0000.4840.2498210790.4500.000-0.0130.0000.44510.7480.4740.0000.0000.0000.4721.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4740.0000.0000.0000.47610.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45710.7480.4500.0000.0000.0000.4521.4018690480.5000.0000.0000.0000.5031.4018690480.5000.0000.0000.0000.5040.7480.4500.0000.0000.0000.45810.7480.4500.0000.0000.0000.4521.4018690480.4700.0000.0000.0000.4731.4018690480.4700.0000.0000.0000.4740.7480.4500.0000.0000.0000.45910.7480.4000.0000.0000.0000.4021.4018690480.4500.0000.0000.0000.4531.4018690480.4500.0000.0000.0000.4540.7480.4000.0000.0000.0000.401010.7480.3240.0000.0000.0000.3221.4018690480.4200.0000.0000.0000.4231.4018690480.4200.0000.0000.0000.4240.7480.3240.0000.0000.0000.32（3）计算各柱端、梁端弯矩:①柱端弯矩计算：柱上下端弯矩按式：MuV(1y)h，MdVyh计算；②梁端弯矩计算：梁端弯矩按式Mib/ib(MuMd)具体结果如下：F轴1柱层数hi（m）单柱分得的剪力（KN）柱反弯点高度柱上端弯矩(KN.M)柱下端弯矩(KN.M)103.221.500.3246.5122.2993.628.400.4061.3540.9083.634.610.4568.5256.0673.640.120.4579.4364.9963.644.930.4588.9672.7853.649.050.4792.8783.6943.856.470.44120.8593.7433.859.630.53107.63118.9623.861.920.52113.47121.8316.3114.330.86100.84619.45F轴2柱层数hi（m）单柱分得的剪力（KN）柱反弯点高度柱上端弯矩(KN.M)柱下端弯矩(KN.M)103.234.260.4263.5946.0593.645.260.4589.6173.3283.655.150.47105.2293.3173.663.930.50115.07115.0763.671.600.50128.88128.8853.678.160.50140.69140.6943.8101.550.48199.12186.7733.8107.220.50203.73203.7323.8111.350.49217.69205.4416.3130.720.78181.17642.34F轴3柱层数hi（m）单柱分得的剪力（KN）柱反弯点高度柱上端弯矩(KN.M)柱下端弯矩(KN.M)103.234.260.4263.5946.0593.645.260.4589.6173.3283.655.150.47105.2293.3173.663.930.50115.07115.0763.671.600.50128.88128.8853.678.160.50140.69140.6943.8101.550.48199.12186.7733.8107.220.50203.73203.7323.8111.350.49217.69205.4416.3130.720.78181.17642.34F轴4柱层数hi（m）单柱分得的剪力（KN）柱反弯点高度柱上端弯矩(KN.M)柱下端弯矩(KN.M)103.221.500.3246.5122.2993.628.400.4061.3540.9083.634.610.4568.5256.0673.640.120.4579.4364.9963.644.930.4588.9672.7853.649.050.4792.8783.6943.856.470.44120.8593.7433.859.630.53107.63118.9623.861.920.52113.47121.8316.3114.330.86100.84619.45水平地震荷载作用下梁端弯矩（KN.m）层数hi1轴右端弯矩2轴左端弯矩2轴右端弯矩3轴左端弯矩3轴右端弯矩4轴左端弯矩103.2046.5132.1731.4231.4232.1746.5193.6083.6468.6467.0267.0268.6483.6483.60109.4290.3488.2188.2190.34109.4273.60135.49105.43102.95102.95105.43135.4963.60153.94123.43120.52120.52123.43153.9453.60165.66136.39133.18133.18136.39165.6643.80204.54171.93167.88167.88171.93204.5433.80201.37197.58192.92192.92197.58201.3723.80232.43213.22208.20208.20213.22232.4316.30222.67195.61191.00191.00195.61222.67(4)计算各梁端剪力:计算方法：以梁为隔离体根据力矩平衡可得到梁端剪力。具体计算结果如下表：水平地震荷载作用下梁端剪力（KN）层数1轴右端剪力2轴左端剪力2轴右端剪力3轴左端剪力3轴右端剪力4轴左端剪力108.118.119.829.828.118.11915.7015.7020.9420.9415.7015.70820.5920.5927.5627.5620.5920.59724.8424.8432.1732.1724.8424.84628.6028.6037.6637.6628.6028.60531.1431.1441.6241.6231.1431.14438.8138.8152.4652.4638.8138.81341.1341.1360.2960.2941.1341.13245.9445.9465.0665.0645.9445.94143.1243.1259.6959.6943.1243.12计算各柱轴力:计算方法：已知梁的剪力，由上到下利用节点的竖向力平衡条件，即可得到柱的轴力，计算方法同恒。具体计算结果如下：水平地震荷载作用下柱轴力（KN）截面位置1柱轴力2柱轴力3柱轴力4柱轴力10层柱顶-8.11-1.711.718.119层柱顶-23.81-6.956.9523.818层柱顶-44.40-13.9213.9244.407层柱顶-69.24-21.2621.2669.246层柱顶-97.84-30.3330.3397.845层柱顶-128.97-40.8040.80128.974层柱顶-167.79-54.4554.45167.793层柱顶-208.91-73.6173.61208.912层柱顶-254.86-92.7392.73254.861层柱顶-297.98-109.30109.30297.98（6）地震荷载作用下的内力图绘制:地震作用下的梁端、柱端弯矩，梁端柱端剪力，柱的轴力计算完毕，恒载作用下的标准值如下几图所示：手算地震荷载作用下柱端弯矩图手算地震荷载作用下两端弯矩图与电算结果的比较：电算地震荷载作用下柱端弯矩图电算地震荷载作用下两端弯矩图误差分析：地震荷载作用下梁柱剪力图的绘制与误差分析：手算地震荷载作用下的梁柱剪力图电算地震荷载作用下的梁柱剪力图误差分析：风荷载作用下柱轴力图的绘制与误差分析：手算地震荷载作用下的柱轴力图电算地震荷载作用下的柱轴力图误差分析：友情提示： 方案 气瓶 现场处置方案 .pdf气瓶 现场处置方案 .doc见习基地管理方案.doc关于群访事件的化解方案建筑工地扬尘治理专项方案下载 范本是经验性极强的领域，本范文无法思考和涵盖全面，供参考!最好找专业人士起草或审核后使用。