【《风荷载作用下框架结构的内力计算过程案例》1000字】

风荷载作用下框架结构的内力计算过程案例目录TOC\o"1-3"\h\u14301风荷载作用下框架结构的内力计算过程案例 177601.1基本数据 1266851.2计算节点风荷载标准值 195611.2.1计算节点风荷载 195531.2.2左风荷载作用下计算简图 2101631.3层间剪力 2248611.4柱侧向刚度、剪力计算 2237791.5柱端弯矩计算 3298121.6梁端弯矩计算 4174771.7柱轴力计算 41.1基本数据1、基本风压：0.752、房屋总高度：H=3.9+3.9×3=16.7<30m,不考虑风压脉动的影响，所以取风振系数为1.03、风荷载体型系数为1.3(查建筑结构荷载规范）4、H=5,μz=1,H=8.9,μz=1,H=12.8,μz=1.0728,H=16.7,μz=1.1641.2计算节点风荷载标准值1.2.1计算节点风荷载4.1风荷载标准值的计算层次βzμzμsω0/（KN/m2)A/m2Fi411.1641.30.75(3.9/2+0/2)×7.2=21.241×1.164×1.3×0.75×21.24=24.11311.07281.30.75(3.9/2+3.9/2)×7.2=28.081×1.0728×1.3×0.75×28.08=29.372111.30.75(3.9/2+3.9/2)×7.2=28.081×1×1.3×0.75×28.08=27.381111.30.75(5/2+3.9/2)×7.2=32.041×1×1.3×0.75×32.04=31.241.2.2左风荷载作用下计算简图图4-1左风荷载作用下计算简图1.3层间剪力4.2层间剪力楼层hi/mmFi/KNVi/KN4390024.1124.113390029.3724.11+29.37=53.482390027.3853.48+27.38=80.861500031.2480.86+31.24=112.11.4柱侧向刚度、剪力计算根据梁兴文老师的《混凝土结构设计》一书中，柱的侧向刚度及修正系数可以根据边柱与中柱不同可以根据下表来计算4.3边框架柱刚度与D值计算层次边柱（2根）中柱（2根）∑Di=Di1+Di2KαDi1=αic/(12h²)KαDi2=αic/(12h²)0.5420.21325905.0540.8810.30637125.9947126062.0971.0000.6950.25814866.1141.1290.36120794.2505371320.7294.4中框架柱刚度与D值计算层次边柱（2根）中柱（2根）∑Di=Di1+Di2KαDi1=αic/(12h²)KαDi2=αic/(12h²)0.7230.26632246.9251.1740.37044923.00705154339.8631.0000.9270.48828094.9351.5060.57232967.53908122124.9484.5风荷载下层间位移的计算层次∑Di/（N/mm）△ui/mmui/mm△ui/hi4154339.8624.11/154339.86×1000=0.1561.789+0.156=1.9451/250003154339.8653.48/154339.86×1000=0.3471.442+0.347=1.7891/112392154339.8680.86/154339.86×1000=0.5240.918+0.524=1.4421/74431122124.95112.1/122124.95×1000=0.9180.9181/5447位移满足规范要求1/5501.5柱端弯矩计算4.6边柱的剪力楼层Vi（KN）∑Dij（N/mm）Di1（N/mm)V（KN)424.11154339.8632246.9224.11×32246.92/154339.86=5.04353.48154339.8632246.9253.48×32246.92/154339.86=11.17280.86154339.8632246.9280.86×32246.92/154339.86=16.891112.1122124.9528094.94112.1×28094.94/122124.95=25.794.7中柱的剪力AVi（KN）∑Dij（N/mm）Di1（N/mm)V（KN)424.11154339.8644923.0124.11×44923.01/154339.86=7.02353.48154339.8644923.0153.48×44923.01/154339.86=15.57280.86154339.8644923.0180.86×44923.01/154339.86=23.541112.1122124.9532967.54112.1×32967.54/122124.95=30.264.8边柱的弯矩AKy(m)M底（KN/m）M顶（KN/m）40.7231769370.31-5.04×0.31×3.9=-6.09-3.9×5.04×(1-0.31)=-13.5630.7231769370.4-11.17×0.4×3.9=-17.43-3.9×11.17×(1-0.4)=-26.1420.7231769370.45-16.89×0.45×3.9=-29.64-3.9×16.89×(1-0.45)=-36.2310.9271499190.64-25.79×0.64×5=-82.53-5×25.79×(1-0.64)=-46.424.9中柱的弯矩AKy(m)M底（KN/m）M顶（KN/m）41.1743778260.36-7.02×0.36×3.9=-9.86-3.9×7.02×(1-0.36)=-17.5231.1743778260.45-15.57×0.45×3.9=-27.33-3.9×15.57×(1-0.45)=-33.421.1743778260.46-23.54×0.46×3.9=-42.23-3.9×23.54×(1-0.46)=-49.5811.5056125970.57-30.26×0.57×5=-86.24-5×30.26×(1-0.57)=-65.061.6梁端弯矩计算4.10横梁AB弯矩及剪力计算AMbl（KN/m）Mbr（KN/m）l(m)Vb（KN）413.56(17.52)×0.927/(0.927+0.578)=10.796.9-(13.56+10.79)/6.9=-3.533-(-26.14+-6.09)=32.23(9.86+33.4)×0.927/(0.927+0.578)=26.656.9-(32.23+26.65)/6.9=-8.532-(-36.23+-17.43)=53.66(27.33+49.58)×0.927/(0.927+0.578)=47.376.9-(53.66+47.37)/6.9=-14.641-(-46.42+-29.64)=76.06(42.23+65.06)×0.927/(0.927+0.578)=66.086.9-(76.06+66.08)/6.9=-20.64.11横梁BC弯矩及剪力计算AMbl（KN/m）Mbr（KN/m）l(m)Vb（KN）417.52×0.578/(0.927+0.578)=6.736.732.7-(6.73+6.73)/2.7=-4.993(9.86+33.4)×0.578/(0.927+0.578)=16.6116.612.7-(16.61+16.61)/2.7=-12.32(27.33+49.58)×0.578/(0.927+0.578)=29.5429.542.7-(29.54+29.54)/2.7=-21.881(42.23+65.06)×0.578/(0.927+0.578)=41.2141.212.7-(41.21+41.21)/2.7=-30.531.7柱轴力计算4.12轴力计算A边柱中柱4-3.53-1.463(-3.53)+(-8.53)=-12.06-1.