6 活荷载内力计算屋面布活荷载.docx

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1、六活荷载内力计算(屋面布活荷载)(一)活荷载计算1 .屋面框架梁线荷载标准值q5AB=2.03.9=7.8kNmq5Bc=2.03.0=6.0kNm2 .楼面框架梁线荷载标准值qAB=2.03.9=7.8kNmqBc=2.53.O=7.5kNm3 .屋面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.922.02=15.2IkN次梁传来的雪荷载(1-20.272+0.273)2.03.97.22=24.54kN贝IJQ5A=39.75kN中节点：纵向框架梁传来的雪荷载15.21+(1-2x0.192+0.193)x2.0x7.8x32=37.08kN则Q5B=37.08+24.54=6

2、1.62kN4 .楼面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.922.02=15.21kN次梁传来的活荷载(1-2x0.272+0.273)x2.0x3.9x7.22=24.54kN则Qa=39.75RN中节点：纵向框架梁传来的雪荷载15.21+(1-20.192+0.193)2.07.832=42.55kN贝IJQ5B=42.55+24.54=67.09kN(二)活荷载作用下内力计算1 .计算简图见下页2 .荷载等效2x7.2顶层边跨q边=(1-20.272+0.273)7.8=6.82kN/m顶层中跨q5.86-5.274-10.53-7.98-7.98-5.311.581

3、.582.111.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9M图如下（单位：kNm）3）底层内力计算过程如下（单位：kNm）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.995.50-5.160.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87M图见下页（单位：kNm）56 .不平衡弯矩分配计算过程如下（单位：kNm）,方框内为原不平衡弯矩左梁上柱

4、下柱右梁1.221.983.48-1.982.69-1.83-2.750.61-2.422.295.35-4.160.823.48-3.51-1.02-2.751.153.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46不平衡弯矩调整之后即可得出活荷载作用下框架弯矩图，见下页（单位：kNm,括号内为调幅后的弯矩值）M图（单位：kNm）6.跨中弯矩计算M$ab1nrr18.02

5、+24.81CZ=6.827.2=22.78kNm82Ms%1,、=-6.03.02-10.51=-4.5kNm12M4AB1C2441+2779=-6.827.22=44.19-26.10=18.09kNm82M4BC=7.53.02-7.85=5.63-7.85=-2.22kNm12M.3AB.23.68+27.32o/C1=44.19=18.69kNm2M.3BC=5.63-8.08=-2.45kNmMzab237+273=44.19:=18.69kNm2M?bc=5.63-8.09=-2.46kNmM1ABM1BC=5.63-8.41=-2.78kNmC23+26.2SmZ=44.19

6、=19.59kNm2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 .剪力计算顶层中跨端部剪力V5%=6.0=4.5kN其他层中跨段部剪力VBC=7.5y=5.63kN各边跨段部剪力：、718.02-24.81r。rr3.9、1八40.95SUyIfTV5b=+7.8(7.2)-=-0.94+=19.54kNVsba=40.95-19.54=6.87kN2441-27791V4b=；*-+40.95=20.01kNV4ba=40.95-20.01=20.94kN7.68- -27.321V3b=+-40.95=19.97kN3b7.22V3ba=40.95-19.97kNOQ7

7、9741V2b=+140.95=19.98kNV2ba=40.95-19.98=20.97kNV1b=23；2+1x40.95=20.04kNViba=40.95-20.04=20.91kN8 .轴力计算NSA=39.75+19.54=59.29kNN4a=59.29+39.75+20.01=119.05kNN3a=119.05+39.75+19.97=178.77kNN,A=178.77+39.75+19.98=238.5kNNia=238.5+39.75+20.04=298.29kNN5b=61.62+4.5+21.41=87.53kNN4b=87.53+5.63+67.09+20.94=

8、181.19kNN3b=181.19+72.72+20.98=274.89kNN,R=274.89+72.72+20.97=368.58kNNib=368.58+72.72+20.91=462.21kN框架结构的剪力图和轴力图如下（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：端部弯矩值乘以0.85,跨中弯矩值乘以0.9将调幅后的弯矩值表于框架弯矩图的O内10 .梁端柱边剪力与弯矩V(kN)M(kNm)19.36-21.234.32-9.5114.72-7.6319.83-20.765.41-14.817.39-5.0519.79-20.85.41-14.1916.98-5.2519.80-20.795.41-14.2116.97-5.2619.83-20.75.37-13.1115.54-5.40