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》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、脚手架参数二、荷载设计计算简图：三、横向水平杆验算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+G kjb ×l a /(n+1))+1.4×G k ×l a /(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+G kjb ×l a /(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M max =max[ql b 2/8，qa 12/2]=max[1.896×1.22/8，1.896×0.152/2]=0.341kN·m σ=γ0M max /W=1×0.341×106/5260=64.87N/mm 2≤[f]=205N/mm 2 满足要求！2、挠度验算νmax =max[5q'l b 4/(384EI)，q'a 14/(8EI)]=max[5×0.18×12004/(384×206000×127100)，0.18×1504/(8×206000×127100)]=0.185mmνmax ＝0.185mm≤[ν]＝min[l b /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R max =q(l b +a 1)2/(2l b )=1.896×(1.2+0.15)2/(2×1.2)=1.44kN 正常使用极限状态R max '=q'(l b +a 1)2/(2l b )=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F 1=R max =1.44kN q=1.2×0.04=0.048kN/m 正常使用极限状态由上节可知F 1'=R max '=0.136kN q'=0.04kN/m 1、抗弯验算 计算简图如下：弯矩图(kN·m)σ=γ0M max /W=1×0.467×106/5260=88.875N/mm 2≤[f]=205N/mm 2 满足要求！ 2、挠度验算 计算简图如下：变形图(mm)νmax ＝0.193mm≤[ν]＝min[l a /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=2.506kNNGs2k1=(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1、立杆长细比验算立杆计算长度l=Kμh=1×1.5×1.23=1.845m长细比λ=l/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：2、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Nlw =1.4×ωk×2×h×2×la=1.4×0.424×2×1.23×2×1.2=3.505kN长细比λ=l(Nlw +N)/(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 +N=3.505+3=6.505kN≤0.85×12=10.2kN满足要求！九、立杆地基承载力验算立柱底垫板的底面平均压力p＝N/(mf A)＝17.831/(0.4×0.25)＝178.311kPa≤γufg＝1.254×300 =376.2kPa 满足要求！。