Q235-A钢轴心受压构件的稳定系数φ表1λ012345678901.0000.9970.9950.9920.9890.9870.9840.9810.9790.976100.9740.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.9410.9380.9360.9330.9300.9270.9240.921300.9180.9150.9120.9090.9060.9030.8990.8960.8930.889400.8860.8820.8790.8750.8720.8680.8640.8610.8580.855500.8520.8490.8460.8430.8390.8360.8320.8290.8250.822600.8180.8140.8100.8060.8020.7970.7930.7890.7840.779700.7750.7700.7650.7600.7550.7500.7440.7390.7330.728800.7220.7160.7100.7040.6980.6920.6860.6800.6730.667900.6610.6540.6480.6410.6340.6250.6180.6110.6030.5951000.5880.5800.5730.5660.5580.5510.5440.5370.5300.5231100.5160.5090.5020.4960.4890.4830.4760.4700.4640.4581200.4520.4460.4400.4340.4280.4230.4170.4120.4060.4011300.3960.3910.3860.3810.3760.3710.3670.3620.3570.3531400.3490.3440.3400.3360.3320.3280.3240.3200.3160.3121500.3080.3060.3010.2980.2940.2910.2870.2840.2810.2771600.2740.2710.2680.2650.2620.2590.2560.2530.2510.2481700.2450.2430.2400.2370.2350.2320.2300.2270.2250.2231800.2200.2180.2160.2140.2110.2090.2070.2050.2030.2011900.1990.1970.1950.1930.1910.1890.1880.1860.1840.1822000.1800.1790.1770.1750.1740.1720.1710.1690.1670.1662100.1640.1630.1610.1600.1590.1570.1560.1540.1530.1522200.1500.1490.1480.1460.1450.1440.1430.1410.1410.1392300.1380.1370.1360.1350.1330.1320.1310.1300.1290.1282400.1270.1260.1250.1240.1230.1220.1210.1200.1190.1182500.117—————————当λ>250时,φ=7320/λ2表2扣件式钢管脚手架的gk1中立杆：]259.0377.0413.0101lbhlah边立杆：]372.0188.0413.0101lbhlah角立杆：]485.0188.0413.0101lblahh注：钢管Φ483.5---3.84kg/m(37.67N/m)直角扣件---1.32kg/个(12.95N/个)对接扣件---1.84kg/个(18.04N/个)安全网、塑料编织布—0.002KN/m2钢管横杆、剪刀撑—0.04KN/m席子—0.008KN/m2竹笆—0.05KN/m2h---步距lb---立杆横距la---立杆纵距立杆与纵向水平杆平均长度0.5m。扣件式钢管脚手架作业层面材料自重gk2表3种类板底支撑间距(m)栏杆设置gk2，lb(m)为以下时：0.91.21.51.8竹串片0.75有0.35870.41120.46370.5162无0.20870.26120.31370.3662木、其它1.0有0.34590.34840.45090.5034无0.19590.29840.30090.3534冲压钢1.5有0.33310.38560.43810.4906无0.18310.23560.28810.3406注:扣件式钢脚手板0.25KN/m2冲压钢脚手板0.3KN/m2木、竹串片脚手板0.35KN/m2扣件式钢管脚手架整体拉结和防护材料自重gk3表4围护材料封闭类型gk3，la(m)为以下时：整体拉结杆件设置情况1.21.51.82.1剪刀撑、增加一道横杆固定封闭材料安全网、塑料编织布半0.06020.07530.09040.1054全0.06140.07680.09220.1075席子半0.06380.07980.09580.1117全0.06860.08580.10300.1201竹笆半0.08900.11130.13360.1558全0.11900.19880.17860.2083表5Q235钢钢材的强度设计值与弹性模量抗拉、抗弯f（KN/mm2）抗压fc（KN/mm2）弹性模量E（KN/mm2）0.2050.2052.06102表6钢管截面特性外径（Φd）壁厚（t）截面积A（cm2）惯性矩I（cm4）截面模量W（cm3）回转半径i（cm）每米重（kg/m）Φ483.54.8912.1·95.081.583.84Φ513.04.5213.085.131.703.55作业层施工荷载计算基数---qk表7实用施工荷载标准值（kg/m2）qk,当lb为以下时(KN/m)0.91.21.51.831.351.82.252.720.91.21.51.810.450.60.750.9q00.45q00.6q00.75q00.9q0表8扣件式钢管脚手架立杆计算长度系数立杆横距lb(m)连墙件布置2步3跨3步3跨双排架1.051.501.701.301.551.751.551.601.80单排架1.85表9换算长细比脚手架立杆横距(m)脚手架与主体结构连墙点的坚向间距H1(步距数)2h3h4h1.052520161.303224191.55403024表10r’m的取值或计算式构件类型r’m不组合风荷载组合风荷载受弯构件1.1705轴心受压1.5607注：SGK=1.5GK即一个计算单元长度(1.5la)内的恒载作用效应标准值SQK=1.5QK即一个计算单元长度(1.5la)内的活荷载作用效应标准值一步一...
