脚手架受力计算表

对拉螺栓的规格和性能表8-4螺栓直径（mm螺纹内径（mm净面积（mn）容许拉力（kN）M1210.117612.90「M1411.8410517.80M1613.8414424.50T129.507112.05丁T1411.5010417.65T1613.5014324.27T1815.5018932.08T2017.5024140.91承重脚手架钢管立柱验算一般按立柱的稳定性控制，可按两端铰接受压构件来简化计算。钢管支架的连接方式有两种，即扣件对接和扣件搭接。根据横杆步距的不同，两种连接方式的立柱允许荷载，见表8-76立柱允许荷载［N］值（kN）表8-76横杆步距L（mm）018x3.0钢管08x3.5钢管对接搭接对接搭接100031.712.235.713.9125029.211.633.113.0150026.811.030.3—12.4—180024.010.227.211.6常用各种型钢钢楞的规格和力学性能表8-6规格(mm)截面积A重量截面惯性矩lx截面最小抵抗矩Wx(cm2)(kg/m)(cm4)(cm3)圆钢管048X3.04.243.3310.784.49048X3.54.893.8412.195.08051X3.55.224.1014.815.81矩形钢管60X40X2.54.573.5921.887.2980X40X2.04.523.5537.139.28100X50X3.08.646.78112.1222.42轻型槽钢:80X40X3.04.503.5343.9210.98:100X50X3.05.704.4788.5212.20内卷边槽钢80X40X15X3.05.083.9948.9212.23100X50X20X3.06.585.16100.2820.06轧制槽钢:80X43X5.010.248.04101.3025.30轴心受压构件的稳定系A.L1轴心受压构件的稳定系数可根据钢材的牌号按下列表格査得。«A.1.1-1Q235钢紬心受压构件的稳定系数卩A012345678901.0000.9970.9950.9920.9890.9870.9840.9810.9790.976100.9740.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.9410.9380.9360.9330.9300.9270.9240.921300.9180.9150.9120.9090.9060.9030.8990.8960.8930.889400.8860.8820.8790.8750.8720.8680.8640.8610.8580.855500.8520.8490.8460.8430.8390.8360.8320.8290.8250.822600.8180.8140.8100.8060.8020.7970.7930.7890.7840.779700.7750.7700.7650.7600.7550.7500.7440.7390.7330.728800.7220.7160.7100.7040.6980.6920.6860.6800.6730.667900.6610.6540.6480.6410.6340.6260.6180.6110.6030.5951000.5880.5800.5730.5660.5580.5510.5440.5370.5300.5231100.5160・5090.5020.4960.4890.4830.4760.4700.4640.4581200.4520.4460.4400.4340.4280.4230.4170.4120.4060.4011300.3960.3910.3860.3810.3760.3710.3670.3620.3570.3531400.3490.3440.3400.3360.3320.3280.3240.3200.3160.3121500.3080.3050.3010.2980.2940.2910.2870.2840.2810.2771600.2740.2710.2680.2650.2620.2590.2560.2530.2510.2481700.2450.2430.2400.2370.2350.2320.2300.2270.2250.2231800.2200.2180.2160.2140.2110.2090.2070.2050.2030.201A.LMX012'3456|7891900.1990.1970,1950.1930.1910.L890.1880.186Q,1841822000.1800,1790,1770.17510.174|0.1720.1710.1690.1670.1662100.164仇16361610+1600,159Q>1570T1560.1540.1530-152220Q.1500,1490.1480.14S0*1450.1440.143(k141山】400.1392300.1380.B761360.135(L1330,1320.1310,1300,1290.1282400.1270,1260.1250.1240.1230.1226121(k120乩1190.11B2500.117—-————性验算如下:NfA式中：N——每根立柱承受的荷载；A――钢管截面积（mm,查表8-6;©――轴心受压稳定系数，根据钢管立柱长细比入求得，入=L（L为横杆步距，即i水平支撑间距mm多道设置时取大值；i为钢管回转半径，i空—A，式中d为外径，4di为内径）根据GB50018-2002付录A查得值。22f――钢材强度设计值N/mm,f=215N/mmJGJ130-2001《建筑施工扣件式钢管脚手架安全技术规范》表B钢管截面特性附录CQ235—A钢轴心受压构件的稳定系数(同上表)表5.1.6钢材的强度设计值与弹性模量(N/mm)5.3立杆计算5.3.1立杆的稳定性应按下列公式计算:5.3.2计算立杆段的轴向力设计值N,应按下列公式计算：不组合风荷载时N=1.2(Nsik+N32k)+1.4工N^k(5.3.2—1)组合风荷载时N=1.2(Ns1k+N32k)+0.85X1.4工NQk(5.3.2—2)式中NG1——脚手架结构自重值产生的轴向力；N32k——构配件自重标准值产生的轴向力；1/2工M——施工荷载标准值产生的轴向力总和，内、外立杆可按一纵距(跨)内离工荷载总和的取值。5.3.3立杆计算长度lo应按下式计算：lo=k卩h(5.3.3)式中k――计算长度附加系数，其值取1.155。卩一一考虑脚手架整体稳定因素的单杆计算长度系数，应按表5.3.3采用；h立杆步距。表5.3.3脚手架立杆的计算长度系数卩