QA钢轴心受压构件的稳定系数

QA钢轴心受压构件的稳定系数公司内部编号：(GOOD-TMMT-MMUT-UUPTY-UUYY-Q235-A钢轴心受压构件的稳定系数φλ012345678900000——49440.30.308060.20.274710.20.245430.20.220180.10.199970.10.180790.10.164630.10.150490.10.138370.10.127260.1———————000000000000当注：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gk20.410.260.340.290.380.230.460.310.450.300.430.280.510.360.500.350.490.34板底支撑间距0.75栏杆设置有无有无有无290.350.200.340.190.330.18种类竹串片木、其它冲压钢注: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gk330.060.060.060.060.080.110.070.070.070.080.110.190.09040.09220.09580.10300.13360.17862.10.10540.10750.11170.12010.15580.2083料安全料编织布席子竹笆整体拉结杆件设置情况增加一道横杆固定封闭材料半全半全半全封闭类型表5Q235钢钢材的强度设计值与弹性模量抗抗压0.205弹性模量抗拉、抗弯0.205钢管截面特性每米重每米重(kg/m截面模径(Φd截面惯性矩)(t)(t))4.894.52(cm3)作业层施工荷载计算基数---qk)b2.250.750.75q0实用施工荷载标准值(kg/m2)321q0990.450.45q090.9q00.6q0表8扣件式钢管脚手架立杆计算长度系数连连墙件布置立杆横距l(m)b单排架双排架脚手架立杆横距(m)H(步1距数)组组合风荷载构件类型受弯构件轴心受压r’m不组合风荷载SG个计算单元长度(1.5la)内的恒载作GKK用效应标准值S=1.5Q即一个计算单元长度(1.5la)内的活荷载QKK作用效应标准值一步一纵距的钢管、扣件重N(KN)GK1立杆纵立杆纵步距(m)距(m)2.000.3510.3660.3800.4110.4310.3800.3960.4110.4220.4630.4090.4250.4410.4740.4960.4290.4450.4620.4950.517GK2立杆横距立杆纵距脚手架上脚手板铺设层数1.3721.3721.7152.0582.2863.3484.1855.0225.5802.3602.9503.5403.9332.2.7133.3914.0694.5213.0663.8324.5985.109.8774.8475.8166.4624.4065.5086.6097.3441.9362.3232.5811.7252.1562.5872.875QK均均布施工荷载1.52.03.02.523.365.043.154.206.303.785.047.564.205.608.402.973.965.943.714.957.434.465.948.914.956.609.903.124.566.844.285.708.556立杆纵距立杆横距4.06.728.408029.90009.12088.400009.908500505.136.842.02.05.707.60格构式压杆Af000距距h(m)67.52148.49142.98863.64151.26446.38858.47547.02841.60548.49134.36230.32145.44736.35732.80841.60533.28929.302步80.87658.80852.21776.51162.15956.46570.53257.11050.664立杆横距(m)97.75672.97964.76992.89976.51169.70586.01870.53262.8762.0039.73127.97124.71437.34529.78326.74334.12427.23223.925H1234234234格构式压杆的长细比入X12.73.03