5活荷载内力计算

1、五活荷载内力计算(屋面布雪荷载)(一)活荷载计算屋面框架梁线荷载标准值q5AB=0.653.9=2.54kN/mq5Bc=0.653.0=1.95kN/m楼面框架梁线荷载标准值qAB=2.0&9=7.8kN/mqBC=2.53.0=7.5kN/m屋面框架节点集中荷载标准值边节点：纵向框架梁传来的雪荷载3.920.65/2=4.94kN次梁传来的雪荷载(1-20.272+0.273)0.653.97.2/2=7.98kN则Q5A=12.92kN中节点：纵向框架梁传来的雪荷载4.94+(1-2192+0.193)0657.83/2=12.05kN则Q5B=12.05+7.98=20.03kN楼面框

2、架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.922.0/2=15.21kN次梁传来的活荷载(1-20.272+0.273)2.03.97.2/2=24.54kN则QA=39.75kN中节点：纵向框架梁传来的雪荷载15.21+(1-20192+0.193)2.07.83/2=42.55kN则Q5B=42.55+24.54=67.09kN1. (二)活荷载作用下内力计算计算简图见下贞荷载等效3.927.20.27Qd计算简图顶层边跨q5边(120.2720.273)2.542.22kN/m顶层中跨q5中1.951.22kN/m中间层边跨q5&(120.2720.273)7.86.82kN

3、/m5中间层中跨q557.54.69kN/m8荷载等效后的计算简图如下：3.固端弯矩计算顶层边跨M5AB顶层中跨M5BC中间层边跨Mab中间层中跨M5BC2.227.229.59kNm12121.221.520.92kNm3126.827.2229.46kNm121914.691.523.52kNm31-40.4311-20.5692-10.4422-50.3352-30.223-9.599.59-0.924.135.46一2.73-2.520.72-0.32-0.24-0.165.22-5.227.68-4.06-3.624.分层计算弯矩1）顶层内力计算过程如下（单位：kN?m）M图如下（单

4、位：kN?m）5.225.22(4)11.747.68-3.623)(2)4.061.35(5)3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-29.4629.46-3.528.878.8711.72t5.86-5.27-10.53-7.98-7.98-5.311.581.582.11t1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9M图如下（单位：kN?n）3.48(1)(2)2.7520.910453)11*疽4)25.59.0(5)10.451110.45、岫

5、一-一一r-8.258.25111(61_3.482.75_J13）底层内力计算过程如下（单位：kN?n）3-60.323-10.3073-40.3734-30.3284-20.2484-70.2594-50.165-29.4629.46-3.529.439.0410.99-5.50-5.160.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87M图如下（单位：kN?n）3.5411.081I1)21.7010.628.04目.6825.308.87。“(5)-8B95.544.20不平衡弯矩分配左梁下柱计算过程如下（单位：kN?

6、m）,方框内为原不平衡弯矩上柱右梁1.221.983.48-1.980.17-1.83-2.750.61-0.321.361.74-1.351.913.48-2.08-1.72-2.750.683.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.466.跨中弯矩计算M12.227.227.508.905AB826.19kNmM5BC1121.953.02一一3.011.55kNm

7、M4AB186.827.2222.9826.8649.1924.9219.27kN2M4BC1127.53.028.325.638.322.69kNmM23.6827.3218.69kNm3AB44.192M3BC5.638.082.45kNm不平衡弯矩调整之后即可得出活荷载作用下框架弯矩图，如下（单位:括号内为调幅后的弯矩值）kN?n,8.907.507.506.1922.9812.3610.62(7.57)3.01(2.56)1.555.89(1.40)(6.38)23.6811.8423.7011.8823.009.9726.86I85721.20(22.83)&32(7.07)_一_-

8、2.96(2.66)9.9727.32(23.22)11.84、20.56有622.70(2.43)9.62|-1(24.67)/78.08(6.87)(23.21)8.09(6.88)11.8227.30一一.9.6420.562.719.57(2.44)26.20/&41(7.15)(22.27)13.0320.5510.11VX.3.067.68(2.75)II31.084.20(7.43)(25.44)(24.67)(24.66)(19.53)(20.13)(20.15)(19.55)M图（单位:kN?m)M2AB23.727.344.1918.69kNm2M2BC5.638.092.

9、46kNmM1AB2326.244.1919.59kNm2M1BC5.638.412.78kNm因为楼面活载是按满布计算的，故跨中弯矩应乘以1.1进行放大7.剪力计算15顶层中跨跚部男力V5BC1.95匕1.46kN2其他层中跨段部剪力Vbc7.5155.63kN2各边跨段部剪力：V5AB7.58.93.912.54(7.2)一6.47kN7.222V5BA392.54(7.2-.-)-6.476.87kNV4AB22.9826.863.9117.8(7.2)一0.5440.9519.94kN7.2222V4BA40.9519.9421.01kNV3AB23.68-27.321-40.9519

10、.97kN7.22V3BA40.9519.97kNV2AB23.7-27.3140.9519.98kN7.22V2BA40.9519.9820.97kN23-26.21V1AB40.9520.04kN7.22V1BA40.9520.0420.91kN8.轴力计算N5A12.926.4719.39kNN4A19.3939.7519.9479.08kNN3A79.0839.7519.97138.80kNN2A138.8039.7519.98198.53kNN1A198.5339.7520.04258.32kNN5B20.031.466.8728.36kNN4B28.365.6367.0921.01

11、122.09kNN3B122.0972.7220.98215.79kNN2B215.7972.7220.97309.48kNN1B309.4872.7220.91403.11kN框架结构的剪力图和轴力图如下：（单位：kN）6.471.466.8728.3619.3919.945.6321.01122.0979.0819.975.6320.98215.79138.8019.985.6320.0420.9720.915.63N图（单位309.48403.11198.53258.32V,N图（单位：kN）9.弯矩调幅边跨：端部弯矩值乘以0.85,跨中弯矩值乘以1.2中跨：端部弯集4侃乘以40.85,跨中弯矩值乘以0.9矩值表无8p叫卞矩图音将调幅后的弯19.9410.梁端柱边剪力与弯:21.(28.36I()内19.39122.0979.0819.97V(kN)M(kN?m)5.6320.9819.986.415.63-4.467215.7913