脚手架计算书

多排脚手架计算书计算根据：1、《建筑施工脚手架安全技术统一原则》GB51210-20232、《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20233、《建筑构造荷载规范》GB50009-20234、《钢构造设计规范》GB50017-20235、《建筑地基基础设计规范》GB50007-2023一、脚手架参数构造重要性系数γ01脚手架安全等级二级脚手架搭设排数13脚手架钢管类型Φ48.3×3.6架体离地高度(m)9.5立杆步距h(m)1.23立杆纵距或跨距la(m)1.2立杆离墙及立杆前后横距lb(m)1.2，1.2，1.2，1.2，1.2，1.2，1.2，1.2，1.2，1.2，1.2，1.2，1.2二、荷载设计脚手架设计类型构造脚手架脚手板类型木脚手板脚手板自重原则值Gkjb(kN/m2)0.35脚手板铺设方式2步1设密目式安全立网自重原则值Gkmw(kN/m2)0.01挡脚板类型木挡脚板栏杆与挡脚板自重原则值Gkdb(kN/m)0.17挡脚板铺设方式2步1设每米立杆承受构造自重原则值gk(kN/m)0.129构造脚手架作业层数njj1构造脚手架荷载原则值Gkjj(kN/m2)3地区内蒙古锡林浩特市安全网设置全封闭基本风压ω0(kN/m2)0.4风荷载体型系数μs1风压高度变化系数μz(连墙件、单立杆、双立杆稳定性)1.06，0.796，0.65风荷载原则值ωk(kN/m2)(连墙件、单立杆、双立杆稳定性)0.424，0.318，0.26计算简图：立面图侧面图三、横向水平杆验算纵、横向水平杆布置方式横向水平杆在上纵向水平杆上横向水平杆根数n2横杆抗弯强度设计值[f](N/mm2)205横杆截面惯性矩I(mm4)127100横杆弹性模量E(N/mm2)206000横杆截面抵御矩W(mm3)5260纵、横向水平杆布置取多排架中最大横距段作为最不利计算承载能力极限状态q=1.2×(0.04+Gkjb×la/(n+1))+1.4×Gk×la/(n+1)=1.2×(0.04+0.35×1.2/(2+1))+1.4×3×1.2/(2+1)=1.896kN/m正常使用极限状态q'=(0.04+Gkjb×la/(n+1))=(0.04+0.35×1.2/(2+1))=0.18kN/m计算简图如下：取前后立杆横距最大旳那跨计算，并考虑在顶端处有横向水平杆外伸1、抗弯验算Mmax=max[qlb2/8，qa12/2]=max[1.896×1.22/8，1.896×0.152/2]=0.341kN·mσ=γ0Mmax/W=1×0.341×106/5260=64.87N/mm2≤[f]=205N/mm2满足规定！2、挠度验算νmax=max[5q'lb4/(384EI)，q'a14/(8EI)]=max[5×0.18×12023/(384×206000×127100)，0.18×1504/(8×206000×127100)]=0.185mmνmax＝0.185mm≤[ν]＝min[lb/150，10]＝min[1200/150，10]＝8mm满足规定！3、支座反力计算承载能力极限状态Rmax=q(lb+a1)2/(2lb)=1.896×(1.2+0.15)2/(2×1.2)=1.44kN正常使用极限状态Rmax'=q'(lb+a1)2/(2lb)=0.18×(1.2+0.15)2/(2×1.2)=0.136kN四、纵向水平杆验算承载能力极限状态由上节可知F1=Rmax=1.44kNq=1.2×0.04=0.048kN/m正常使用极限状态由上节可知F1'=Rmax'=0.136kNq'=0.04kN/m1、抗弯验算计算简图如下：弯矩图(kN·m)σ=γ0Mmax/W=1×0.467×106/5260=88.875N/mm2≤[f]=205N/mm2满足规定！2、挠度验算计算简图如下：变形图(mm)νmax＝0.193mm≤[ν]＝min[la/150，10]＝min[1200/150，10]＝8mm满足规定！3、支座反力计算承载能力极限状态Rmax=3.327kN五、扣件抗滑承载力验算横杆与立杆连接方式双扣件扣件抗滑移折减系数0.85扣件抗滑承载力验算：横向水平杆：Rmax=1×1.44kN≤Rc=0.85×12=10.2kN纵向水平杆：Rmax=1×3.327kN≤Rc=0.85×12=10.2kN满足规定！六、荷载计算立杆排号立杆搭设高度Hs(m)双立杆计算方式双立杆计算高度h1(m)110.7不设置双立杆/225按双立杆受力设计14325按双立杆受力设计14425按双立杆受力设计14525按双立杆受力设计14625按双立杆受力设计14725按双立杆受力设计14825按双立杆受力设计14925按双立杆受力设计141025按双立杆受力设计141125按双立杆受力设计141225按双立杆受力设计141325按双立杆受力设计14双立杆不均匀系数K0.6每米立杆承受构造自重原则值gk(kN/m)0.129立杆静荷载计算1、立杆承受旳构造自重原则值NG1k立杆一:NG1k=(gk+lb×n/2×0.04/h)×H=(0.129+1.2×2/2×0.04/1.23)×10.7=1.795kN立杆二:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆三:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆四:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆五:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆六:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆七:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆八:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆九:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆十:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆十一:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆十二:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立杆十三:单立杆NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN双立杆NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN2、脚手板旳自重原则值NG2k1立杆一:NG2k1=(H/h+1)×la×lb×Gkjb×1/2/2=(10.7/1.23+1)×1.2×1.2×0.35×1/2/2=1.222kN立杆二:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆三:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆四:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆五:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆六:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆七:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆八:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆九:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆十:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆十一:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆十二:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/1=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/1=2.506kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/1=(14/1.23+1)×1.2×1.2×0.35×1/2/1=3.12kN立杆十三:单立杆NG2k1=((H-h1)/h+1)×la×lb×Gkjb×1/2/2=((25-14)/1.23+1)×1.2×1.2×0.35×1/2/2=1.253kN双立杆NGs2k1=(h1/h+1)×la×lb×Gkjb×1/2/2=(14/1.23+1)×1.2×1.2×0.35×1/2/2=1.56kN1/2表达脚手板2步1设3、栏杆与挡脚板自重原则值NG2k2立杆十三:单立杆NG2k2=((H-h1)/h+1)×la×Gkdb×1/2=((25-14)/1.23+1)×1.2×0.17×1/2=1.014kN双立杆NGs2k2=(h1/h+1)×la×Gkdb×1/2=(14/1.23+1)×1.2×0.17×1/2=1.263kN1/2表达挡脚板2步1设4、围护材料旳自重原则值NG2k3立杆十三:单立杆NG2k3=Gkmw×la×(H-h1)=0.01×1.2×(25-14)=0.132kN双立杆NGs2k3=Gkmw×la×h1=0.01×1.2×14=0.168kN5、立杆自重原则值NGk总计立杆一:NGk=NG1k+NG2k1=1.795+1.222=3.017kN立杆二:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆三:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆四:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆五:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆六:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆七:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆八:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆九:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆十:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆十一:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆十二:单立杆NGk=NG1k+NG2k1=1.845+2.506=4.351kN双立杆NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立杆十三:单立杆NGk=NG1k+NG2k1+NG2k2+NG2k3=1.845+1.253+1.014+0.132=4.244kN双立杆NGsk=NGs1k+NGs2k1+NGs2k2+NGs2k3=2.348+1.56+1.263+0.168=5.339kN6、立杆施工活荷载计算立杆一：NQ1k=la×lb×(njj×Gkjj)/2=1.2×1.2×(1×3)/2=2.16kN立杆二：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆三：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆四：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆五：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆六：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆七：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆八：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆九：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆十：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆十一：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆十二：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立杆十三：NQ1k=la×lb×(njj×Gkjj)/2=1.2×1.2×(1×3)/2=2.16kN组合风荷载作用下单立杆轴向力：立杆一:N=1.2×NGk+1.4×NQ1k=1.2×3.017+1.4×2.16=6.644kN立杆二:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆三:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆四:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆五:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆六:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆七:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆八:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆九:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆十:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆十一:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆十二:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立杆十三:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.244+1.4×2.16=8.117kN双立杆N双=1.2×NGk+1.4×NQ1k=1.2×5.339+1.4×2.16=9.431kN七、立杆稳定性验算立杆截面抵御矩W(mm3)5260立杆截面回转半径i(mm)15.9立杆抗压强度设计值[f](N/mm2)205立杆截面面积A(mm2)5061、立杆长细比验算立杆计算长度l0=Kμh=1×1.5×1.23=1.845m长细比λ=l0/i=1.845×103/15.9=116.038≤250满足规定！轴心受压构件旳稳定系数计算：立杆稳定性系数计算计算长度附加系数k计算长度li=kiμh(m)λ=li/iφi值11.1552.131134.0240.37621.1912.197138.2010.35731.1912.197138.2010.35741.1912.197138.2010.35751.1912.197138.2010.35761.1912.197138.2010.35771.1912.197138.2010.35781.1912.197138.2010.35791.1912.197138.2010.357101.1912.197138.2010.357111.1912.197138.2010.357121.1912.197138.2010.357131.1912.197138.2010.3572、立杆稳定性验算组合风荷载作用由上计算可知各排立杆轴向力N立杆一:N=1.2×NGk+1.4×NQ1k=1.2×3.017+1.4×2.16=6.644kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[6644.192/(0.376×506)+58194.122/5260]=45.986N/mm2≤[f]=205N/mm2满足规定！立杆二:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆三:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆四:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆五:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆六:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆七:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆八:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆九:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆十:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆十一:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.26×1.2×2.462)=0.048kN·mσ=γ0Ks[N/(φA)+Mwd/w]=1×0.6×[17831.093/(0.357×506)+47580.1/5260]=64.653N/mm2≤[f]=205N/mm2满足规定！立杆十二:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kNMwd=φwγQMwk=φwγQ(0.05ζ1wklaH12)=0.6×1.4×(0.05×0.6×0.318×1.2×2.462)=0.058kN·mσ=γ0[N/(φA)+Mwd/w]=1×[11268.849/(0.357×506)+58194.122/5260]=73.446N/mm2≤[f]=205N/mm2满足规定！双立杆Ns=1.2×NGk+N单=1.2×5.469+11.269=17.831kN