《QA钢轴心受压构件的稳定系数》由会员分享，可在线阅读，更多相关《QA钢轴心受压构件的稳定系数（10页珍藏版）》请在金锄头文库上搜索。
1、QA钢轴心受压构件的稳定系数心RevisedhygonJanuary12.2021表1X012345678901.00.90.90.90.90.90.90.90.90.900979592898784817976100.90.90.90.90.90.90.90.90.90.974716866636058555249200.90.90.90.90.90.90.90.90.90.947444138363330272421300.90.90.90.90.90.90.80.80.80.818151209060399969389400.80.80.80.80.80.80.80.80.80.88682797
2、5726864615855500.80.80.80.80.80.80.80.80.80.852494643393632292522600.80.80.80.80.80.70.70.70.70.718141006029793898479700.70.70.70.70.70.70.70.70.70.775706560555044393328800.70.70.70.70.60.60.60.60.60.622161004989286807367900.60.60.60.60.60.60.60.60.60.561544841342518110395100.50.50.50.50.50.50.50.50
3、.50.5088807366585144373023110.50.50.50.40.40.40.40.40.40.4016090296898376706458120.40.40.40.40.40.40.40.40.40.4052464034282317120601130.30.30.30.30.30.30.30.30.30.3096918681767167625753140.30.30.30.30.30.30.30.30.30.3049444036322824201612150.30.30.30.20.20.20.20.20.20.2008060198949187848177160.20.20
4、.20.20.20.20.20.20.20.2074716865625956535148170.20.20.20.20.20.20.20.20.20.2045434037353230272523180.20.20.20.20.20.20.20.20.20.2020181614110907050301190.10.10.10.10.10.10.10.10.10.1099979593918988868482200.10.10.10.10.10.10.10.10.10.1080797775747271696766210.10.10.10.10.10.10.10.10.10.1064636160595
5、756545352220.10.10.10.10.10.10.10.10.10.1050494846454443414139230.10.10.10.10.10.10.10.10.10.1038373635333231302928240.10.10.10.10.10.10.10.10.10.10272625242322212019182500.117当入250时,e二7320/宀表2扣件式钢管脚手架的gkx中立杆：_1_0.413（/t/+力）+0.377lb+0.259边立杆：血0.413（/“+力）+0.188/b+0.372角立杆：-L0.413/?4-0.188（la+lb）+0.48
6、5注：钢管048x3.5-3.84kg/m(37.67N/m)直角扣件-一1.32kg/个(12.95N/个)对接扣件-一1.84kg/个(18.04N/个)安全网、塑料编织布一0.002KN/m2钢管横杆、剪刀撑一0.04KN/m席子一0.008KN/m2竹笆一0.05KN/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gks,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
7、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/m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全塑T蠢半0.06020.07530.09040.1054全0.06140.07680.09220.1075席子半0.06380.0
8、7980.09580.Ill7个0.06860.08580.10300.1201竹笆半0.08900.11130.13360.1558全0.11900.19S80.17860.2083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/mm)弹性模量E(KN/mm2)0.2050.2052.06x10，表6钢管截面特性外径壁截面惯性截面模回转半每米重(d厚积A3(kg/m)*t)(cm)I(cm1)(cm3)1(cm)0483.54.8912.195.081.583.840513.04.5213.085.131.703.55作业层施工荷载计算基数一-qk表7实用
9、施工荷载标准值(kg/m-)qk,当h为以下时(KN/m)0.91.21.51.831.351.82.252.720.91.21.51.810.450.60.750.9Qo0.45q00.6q00.75q00.9Qo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比(步距数)2h3h4h1.052520161.303224191.55403024构件类型rm不组合风荷载组合风荷载受弯构件1.1705轴心受
10、压1.5607注：S=1.5Gk即一个计算单元长度(1.51a)内的恒载作用效应标准值S述二1.5Q即一个计算单元长度(1.51a)内的活荷载作用效应标准值一步一纵距的钢管、扣件重Nm(KN)表11立杆纵距(m)步距(m)1.21.351.501.802.001.20.3510.3660.3800.4110.4311.50.3800.3960.4110.4220.4631.80.4090.4250.4410.4740.4962.00.4290.4450.4620.4950.517脚手架1个立杆纵距的附设构件及物品的重力N(KN)表2立杆横距(m)立杆纵距(m)脚手架上脚手板铺设层数2层4层6层1.051.21.3722.3603.3481.51.7152.9504.1851.82.0583.5405.0222.02.2863.9335.5801.301.21.5492.7133.8771.51.9363.3914.8471.8
