肢立杆承载力可按轴心受压杆稳定公式计算即
2
脚手架的自重是由Φ48×35焊接钢管和扣件的自重组成：
f脚手架及模板结构受力计算指导书
γ0NΨA≤f或γ0N≤fΨA式中γ0结构重要性系数，取γ009；N单肢杆所承受的轴压力；f钢管的抗压强度，f205Nmm
22
AΦ48×35钢管钢管的截面面积A489mmΦ48×35钢管的回转半径i1578mm稳定系数Ψ稳定系数Ψ值λ0102030405060708090100110120130140150160170180190010000992097009360899085808070751068806210555049304370387034503080276024902250204110000991096709320895085208020745068106140549048704320383034103010273024602230202210000989096309290891084707970739067506080542048104260378033703010270024402200200309990987096009250887084207910732066806010536047504210374033302980267024102180198409990985095709220882083807860726066105940529047004160370032902950265023902160197
Ψ稳定系数，由长细比在表11中查的，长细比λL0iL0受压杆的计算长度；i
表11509980983095309180878083307800720065505880523046404110365032602910262023602140195609970981095009140874082807740714064805810517045804060361032202880259023402120193709960978094609100870082307690707064105750511045304020357031802850256023202100191809950946094309060865081807630701063505680505047703970353031502820254022902080190909940973093909030861081307570691062805610499044203920349031102790251022702060188
f脚手架及模板结构受力计算指导书
λ200210220230240250
0018601700156014401330123
101840169015501430132
201830167015401420131
301810166015301410130
401800165015101400129
501780163015001380128
601760162014901370127
701750160014801360126
801730159014601350125
901720158014501340124
413单排外脚手架算例413如图所示的五层办公楼采用单排外脚手架，步h18m，外立杆到墙面的距离B18m，立杆纵向间距L18m，脚手架总高18m，共有10步脚手架，共铺设三层脚手板，同时有二层作业层进行施工，外侧满挂塑料编制布安全网。
解：立杆仅承受施工荷载、脚手板荷载、安全网荷载和脚手架自重，可采用上平面图中阴影面积范围内的荷载作为立杆承受的荷载。①施工荷载P1B2×L×q1×
1式中q1施工荷载，q130kNm；
1同时作业的层数，
120。P1182×18×30×2972kN②脚手板荷载r