恒荷载内力计算好了

东南大学毕业设计PAGE43-四恒荷载内力计算一、恒荷载计算1．屋面框架梁线荷载标准值20mm厚水泥砂浆找平层0.02×20=0.46kN/m250mm水泥石灰焦渣砂浆(2%)找坡层(0.216+0.05)÷2×14=1.86kN/m2四层做法油毡防水层0.36kN/m240mm厚矿渣水泥保温层0.04×14.5=0.58kN/m2钢筋混凝土结构层0.1×25=2.56kN/m220mm厚混合砂浆天棚抹灰0.02×17=0.34kN/m2小计6.16kN/m2边框架梁DE自重0.3×0.7×25=5.25kN/m边框架梁DE粉刷2×(0.7-0.1)×0.02×17=0.41kN/m中框架梁CD自重0.3×0.7×25=5.25kN/m中框架梁CD粉刷2×(0.7-0.1)×0.02×17+0.3×0.02×17=0.51kN/m中框架梁BC自重0.2×0.5×25=2.5kN/m中框架梁BC粉刷2×(0.5-0.1)×0.02×17=0.27kN/m边框架梁AB自重0.2×0.5×25=2.5kN/m边框架梁AB粉刷2×(0.5-0.1)×0.02×17=0.27kN/m则作用于屋面框架梁上线荷载标准值为：g5AB1=2.77kN/mg5BC1=2.77kN/mg5BC2=6.16×4.2=25.87kN/mg5CD1=5.76kN/mg5CD2=6.16×4.2=25.87kN/mg5DE1=5.66kN/mg5DE2=6.16×4.2=25.87kN/m2．楼面框架梁线荷载标准值水磨石面层0.65kN/m220mm水泥砂浆打底0.02*20=0.4kN/m2100mm厚钢筋混凝土楼板0.1×25=2.56kN/m220mm混合砂浆天棚抹灰0.02×17=0.34kN/m2其他（如吊顶、通风设备等）：1.5kN/m2小计5.45kN/m2边框架梁DE自重0.3×0.7×25=5.25kN/m边框架梁DE粉刷2×(0.7-0.1)×0.02×17=0.41kN/m中框架梁CD自重0.3×0.7×25=5.25kN/m中框架梁CD粉刷2×(0.7-0.1)×0.02×17+0.3×0.02×17=0.51kN/m中框架梁BC自重0.2×0.5×25=2.5kN/m中框架梁BC粉刷2×(0.5-0.1)×0.02×17=0.27kN/m边框架梁AB自重0.2×0.5×25=2.5kN/m边框架梁AB粉刷2×(0.5-0.1)×0.02×17=0.27kN/m边跨填充墙自重0.2×(3.5-0.7)×18=10.08kN/m填充墙粉刷2×0.02×(3.5-0.7)×17=1.90kN/m则作用于楼面框架梁上线荷载标准值为：gAB1=2.5+0.27+10.08+1.9=14.75kN/mgBC1=14.75kN/mgBC2=5.45×4.2=22.89kN/mgCD1=5.76kN/mgCD2=22.89kN/mgDE1=17.64kN/mgDE2=22.89kN/m3．屋面框架节点集中荷载标准值及其弯矩B、C、D、E轴线纵向框架梁自重0.3×0.8×8.4×25=50.4kN纵向框架梁粉刷2×(0.8-0.1)×0.02×8.4×17=4.00kN纵向框架梁传来的屋面恒荷载2×(4.2/2)2×6.16=54.33kN横向次梁CD/DE自重粉刷0.5×0.2×25×7.2/2+2×0.02×(0.5-0.1)×7.2/2×17=9.98kN横向次梁CD/DE传来的屋面恒荷载(1-2×0.292+0.293)×6.16×4.2×7.2/2=79.74KN横向次梁BC自重粉刷0.5×0.2×25×5.4/2+2×0.02×(0.5-0.1)×5.4/2×17=7.48kN横向次梁BC传来的屋面恒荷载(1-2×0.292+0.293)×6.16×4.2×5.4/2=59.81kN纵向次梁自重及粉刷0.5×0.2×25×8.4+2×0.02×(0.5-0.1)×8.4×17=23.28kN纵向次梁传来的屋面恒荷载6.16×8.4×1.8/2=46.57kN1m高女儿墙自重及粉刷1×8.4×0.2×18+2×1×8.4×0.02×17=35.95kN则顶层边节点A集中荷载为：G5A=69.85KN顶层边节点E集中荷载为：G5E=234.4KN顶层中节点B集中荷载为：G5B=222.59kN弯矩为：M5B=33.39KN.m顶层中节点C集中荷载为：G5C=320.07kN顶层中节点D集中荷载为：G5D=342.5kN4．楼面框架节点集中荷载标准值及弯矩B、C、D、E轴线纵向框架梁自重0.3×0.8×8.4×25=50.4kN纵向框架梁粉刷2×(0.8-0.1)×0.02×8.4×17=4.00kN纵向框架梁传来的楼面恒荷载2×(4.2/2)2×5.45=48.07kN横向次梁CD/DE自重粉刷0.5×0.2×25×7.2/2+2×0.02×(0.5-0.1)×7.2/2×17=9.98kN横向次梁CD/DE传来的楼面恒荷载(1-2×0.292+0.293)×5.45×4.2×7.2/2=70.55KN横向次梁BC自重粉刷0.5×0.2×25×5.4/2+2×0.02×(0.5-0.1)×5.4/2×17=7.48kN横向次梁BC传来的楼面恒荷载(1-2×0.292+0.293)×5.45×4.2×5.4/2=52.92kN纵向次梁自重及粉刷0.5×0.2×25×8.4+2×0.02×(0.5-0.1)×8.4×17=23.28kN纵向次梁传来的楼面恒荷载5.45×8.4×1.8/2=41.20kN钢窗自重2×1.5×1.8×0.4=2.16kN墙体自重(2.7×8.4-2×1.5×1.8)×0.2×18=62.21kN墙面粉刷2×(2.7×8.4-2×1.5×1.8)×0.02×17=11.75kN框架边柱自重0.52×3.5×25=21.88kN边柱面粉刷4×0.5×0.02×17=0.68kN框架中柱自重0.62×3.5×25=31.5kN中柱面粉刷4×0.6×0.02×17=0.82kN木门自重2×1.0×2.4×0.4=1.92KN墙体自重(2.7×8.4-2×1.0×2.4)×0.2×18=64.37kN墙面粉刷2×0.02×(2.7×8.4-2×1.0×2.4)×17=12.16kN则楼层边节点A集中荷载为：GA=102.54KN楼层边节点E集中荷载为：GE=281.68KN楼层中节点B集中荷载为：GB=226.63kN弯矩为：MB=30.61KN.m楼层中节点C集中荷载为：GC=323.79kN楼层中节点D集中荷载为：GD=422.37kN二恒荷载作用下内力计算1．计算简图计算简图2．固端弯矩计算将AB跨悬挑上的力化作一个集中力和一个弯矩作用于B上。顶层ED跨顶层DC跨顶层CB跨中间层ED跨中间层DC跨中间层CB跨3．分层计算弯矩1）顶层分配系数计算如如下内力计算过程如如下（单位位：kN∙m）1-51-22-12-62-33-23-73-44-34-80.3760.6240.3010.3980.3010.3890.4850.1260.350.65-35.16163.61-119.933119.93-120.366120.36-60.4460.4431.8752.926.45-3.92-7.83-10.36-7.83-3.92-10.89-21.78-27.16-7.06-3.5318.6837.3569.36-3.64-7.27-9.06-2.35-1.182.194.375.784.372.190.651.080.54-0.08-0.16-0.22-0.16-0.08-0.41-0.82-1.02-0.27-0.140.230.460.86-0.05-0.09-0.11-0.03-0.020.060.120.180.120.010.0132.52-67.76143.3-4.8-138.85588.59-37.24-51.2193.470.22M图见下页（单位位：kN∙m）2）中间层分配系数计算如如下内力计算过程如如下（单位位：kN∙m）5-15-95-66-56-26-106-77-67-37-117-88-78-48-120.2730.2730.4540.2220.2780.2780.2220.2620.3270.3270.0840.2120.3940.394-38.87239.08-160.7160.68-109.366109.4-83.3683.3633.2533.2555.327.65-8.76-17.52-21.94-21.94-17.52-8.76-2.27-4.53-5.65-5.65-1.45-0.7316.5933.1761.6461.64-2.18-4.35-5.42-5.42-1.39-0.70.50.991.241.240.990.52.252.253.751.86-0.21-0.41-0.52-0.52-0.41-0.21-0.04-0.08-0.09-0.09-0.02-0.010.150.280.2835.535.5-110.1173.25-21.22-21.22-130.79991.93-11.16-11.16-69.63115.2461.9261.92M图见下页（单位位：kN∙m）3）底层分配系数计算如如下内力计算过程如如下（单位位：kN∙m）5-15-95-66-56-26-106-77-67-37-117-88-78-48-120.2920.2230.4850.2380.2970.2270.2380.2840.3540.270.0920.2340.4350.331-38.87239.08-160.7160.68-109.366109.4-83.3683.3635.5727.1759.0929.55-9.63-19.25-24.02-18.36-19.25-9.63-2.33-4.66-5.81-4.43-1.51-0.7618.3136.6268.0751.79-2.6-5.2-6.48-4.94-1.68-0.840.591.171.461.121.170.592.642.024.382.19-0.26-0.52-0.65-0.48-0.52-0.26-0.05-0.09-0.12-0.09-0.03-0.020.20.370.2838.2129.19-106.5173.82-23.21-17.72-132.94490.11-12.41-9.46-68.27118.5668.4452.07M图如下（单位：：kN∙m）4．不平衡弯矩分分配计算过程见如下下（单位：kN∙m），方框框内为原不不平衡弯矩矩左梁上柱下柱右梁2.131.45-7.227.3811.83-7.38-4.26-7.072.13-1.92-3.720.477.2220.6410.844.651.92-1.60.814.23-12.41-7.14-9.3423.416.055.6411.83-10.3-4.66-7.071.921.55-3.721.353.2820.6411.835.373.14-7.07-3.141.95-3.72-1.29-8.7520.644.385.3711.83-10.7-3.14-7.073.14-1.29-3.720.624.3820.6411.835.123.29-7.07-2.952.06-3.72-1.15-9.2120.643.526.0312.74-11.2-3.62-7.743.29-1.57-4.140.665.6922.8111.838.381.68-7.07-4.971.06-3.72-2.4-4.8320.6411.66-2.64-5.741.61.6810.34-6.83不平衡弯矩调整整之后即可可得出恒荷荷载作用下下框架弯矩矩图，见第32页（单位：kN∙m，括号内内为调幅后后的弯矩值值）5．跨中弯矩