脚手架计算书

ThismanuscriptwasrevisedonNovember28,2020脚手架计算 书 关于书的成语关于读书的排比句社区图书漂流公约怎么写关于读书的小报汉书pdf 多排脚手架计算书计算依据：1、《建筑施工脚手架安全技术统一 标准 excel标准偏差excel标准偏差函数exl标准差函数国标检验抽样标准表免费下载红头文件格式标准下载 》GB51210-20162、《建筑施工扣件式钢管脚手架安全技术规范》JGJ130-20113、《建筑结构荷载规范》GB50009-20124、《钢结构设计规范》GB50017-20035、《建筑地基基础设计规范》GB50007-2011一、脚手架参数结构重要性系数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结构脚手架脚手板类型木脚手板脚手板自重标准值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标准值Gkmw(kN/m2)0.01挡脚板类型木挡脚板栏杆与挡脚板自重标准值Gkdb(kN/m)0.17挡脚板铺设方式2步1设每米立杆承受结构自重标准值gk(kN/m)0.129结构脚手架作业层数njj1结构脚手架荷载标准值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风荷载标准值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：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横杆截面抵抗矩W(mm3)5260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的那跨计算，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满足要求！2、挠度验算νmax=max[5q'lb4/(384EI)，q'a14/(8EI)]=max[5×0.18×12004/(384×206000×127100)，0.18×1504/(8×206000×127100)]=0.185mmνmax＝0.185mm≤[ν]＝min[lb/150，10]＝min[1200/150，10]＝8mm满足要求！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满足要求！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满足要求！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满足要求！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每米立杆承受结构自重标准值gk(kN/m)0.129立杆静荷载计算1、立杆承受的结构自重标准值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、脚手板的自重标准值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表示脚手板2步1设3、栏杆与挡脚板自重标准值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表示挡脚板2步1设4、围护材料的自重标准值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、立杆自重标准值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抗矩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满足要求！轴心受压构件的稳定系数计算：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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！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满足要求！立杆十三:单立杆N单=1.2×NGk+1.4×NQ1k=1.2×4.244+1.4×2.16=8.117kNMwd=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×[8116.888/(0.357×506)+58194.122/5260]=55.997N/mm2≤[f]=205N/mm2满足要求！双立杆Ns=1.2×NGk+N单=1.2×5.339+8.117=14.524kNMwd=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×[14524.127/(0.357×506)+47580.1/5260]=53.669N/mm2≤[f]=205N/mm2满足要求！3、立杆底部轴力标准值计算立杆一：恒载标准值FG1=3.017kN，活载标准值FQ1=2.16kN立杆二：恒载标准值FG2=9.819kN，活载标准值FQ2=4.32kN立杆三：恒载标准值FG3=9.819kN，活载标准值FQ3=4.32kN立杆四：恒载标准值FG4=9.819kN，活载标准值FQ4=4.32kN立杆五：恒载标准值FG5=9.819kN，活载标准值FQ5=4.32kN立杆六：恒载标准值FG6=9.819kN，活载标准值FQ6=4.32kN立杆七：恒载标准值FG7=9.819kN，活载标准值FQ7=4.32kN立杆八：恒载标准值FG8=9.819kN，活载标准值FQ8=4.32kN立杆九：恒载标准值FG9=9.819kN，活载标准值FQ9=4.32kN立杆十：恒载标准值FG10=9.819kN，活载标准值FQ10=4.32kN立杆十一：恒载标准值FG11=9.819kN，活载标准值FQ11=4.32kN立杆十二：恒载标准值FG12=9.819kN，活载标准值FQ12=4.32kN立杆十三：恒载标准值FG13=9.583kN，活载标准值FQ13=2.16kN八、连墙件承载力验算连墙件布置方式两步两跨连墙件连接方式扣件连接连墙件约束脚手架平面外变形轴向力N0(kN)3连墙件计算长度l0(mm)600连墙件截面类型钢管连墙件型号Φ48.3×3.6连墙件截面面积Ac(mm2)506连墙件截面回转半径i(mm)15.9连墙件抗压强度设计值[f](N/mm2)205连墙件与扣件连接方式双扣件扣件抗滑移折减系数0.85Nlw=1.4×ωk×2×h×2×la=1.4×0.424×2×1.23×2×1.2=3.505kN长细比λ=l0(Nlw+N0)/(φAc)=(3.505+3)×103/(0.896×506)=14.348N/mm2≤0.85×[f]=0.85×205N/mm2=174.25N/mm2满足要求！扣件抗滑承载力验算：Nlw+N0=3.505+3=6.505kN≤0.85×12=10.2kN满足要求！九、立杆地基承载力验算地基土类型粉土地基承载力特征值fg(kPa)300地基承载力调整系数mf0.4垫板底面积A(m2)0.25立柱底垫板的底面平均压力p＝N/(mfA)＝17.831/(0.4×0.25)＝178.311kPa≤γufg＝1.254×300=376.2kPa满足要求！