脚手架计算书

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GB51210-2016 2、建筑施工扣件式钢管脚手架安全技术规范JGJ130-2011 3、建筑结构荷载规范GB50009-2012 4、钢结构设计规范GB50017-2003 5、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01脚手架安全等级二级脚手架搭设排数13脚手架钢管类型48.33.6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0(kN/m2)0.4风荷载体型系数s1风压高度变化系数z(连墙件、单立杆、双立杆稳定性)1.06，0.796，0.65风荷载标准值k(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横杆截面抵抗矩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+Gkjbla/(n+1)+1.4Gkla/(n+1)=1.2(0.04+0.351.2/(2+1)+1.431.2/(2+1)=1.896kN/m 正常使用极限状态 q=(0.04+Gkjbla/(n+1)=(0.04+0.351.2/(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=maxqlb2/8，qa12/2=max1.8961.22/8，1.8960.152/2=0.341kNm =0Mmax/W=10.341106/5260=64.87N/mm2f=205N/mm2 满足要求！ 2、挠度验算 max=max5qlb4/(384EI)，qa14/(8EI)=max50.1812004/(384206000127100)，0.181504/(8206000127100)=0.185mm max0.185mmminlb/150，10min1200/150，108mm 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/(21.2)=1.44kN 正常使用极限状态 Rmax=q(lb+a1)2/(2lb)=0.18(1.2+0.15)2/(21.2)=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=1.44kN q=1.20.04=0.048kN/m 正常使用极限状态 由上节可知F1=Rmax=0.136kN q=0.04kN/m 1、抗弯验算 计算简图如下： 弯矩图(kNm) =0Mmax/W=10.467106/5260=88.875N/mm2f=205N/mm2 满足要求！ 2、挠度验算 计算简图如下： 变形图(mm) max0.193mmminla/150，10min1200/150，108mm 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=11.44kNRc=0.8512=10.2kN 纵向水平杆：Rmax=13.327kNRc=0.8512=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+lbn/20.04/h)H=(0.129+1.22/20.04/1.23)10.7=1.795kN 立杆二: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆三: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆四: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆五: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆六: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆七: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆八: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆九: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆十: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆十一: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆十二: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 立杆十三: 单立杆NG1k=(gk+lbn/20.04/h)(H-h1)=(0.129+1.22/20.04/1.23)(25-14)=1.845kN 双立杆NGs1k=(gk+lbn/20.04/h)h1=(0.129+1.22/20.04/1.23)14=2.348kN 2、脚手板的自重标准值NG2k1 立杆一:NG2k1=(H/h+1)lalbGkjb1/2/2=(10.7/1.23+1)1.21.20.351/2/2=1.222kN 立杆二: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆三: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆四: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆五: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆六: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆七: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆八: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆九: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆十: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆十一: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆十二: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/1=(25-14)/1.23+1)1.21.20.351/2/1=2.506kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/1=(14/1.23+1)1.21.20.351/2/1=3.12kN 立杆十三: 单立杆NG2k1=(H-h1)/h+1)lalbGkjb1/2/2=(25-14)/1.23+1)1.21.20.351/2/2=1.253kN 双立杆NGs2k1=(h1/h+1)lalbGkjb1/2/2=(14/1.23+1)1.21.20.351/2/2=1.56kN 1/2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)laGkdb1/2=(25-14)/1.23+1)1.20.171/2=1.014kN 双立杆NGs2k2=(h1/h+1)laGkdb1/2=(14/1.23+1)1.20.171/2=1.263kN 1/2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=Gkmwla(H-h1)=0.011.2(25-14)=0.132kN 双立杆NGs2k3=Gkmwlah1=0.011.214=0.168kN 5、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=5.339kN 6、立杆施工活荷载计算 立杆一：NQ1k=lalb(njjGkjj)/2=1.21.2(13)/2=2.16kN 立杆二：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆三：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆四：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆五：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆六：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆七：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆八：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆九：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆十：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆十一：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆十二：NQ1k=lalb(njjGkjj)/1=1.21.2(13)/1=4.32kN 立杆十三：NQ1k=lalb(njjGkjj)/2=1.21.2(13)/2=2.16kN 组合风荷载作用下单立杆轴向力： 立杆一:N=1.2NGk+1.4NQ1k=1.23.017+1.42.16=6.644kN 立杆二: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆三: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆四: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆五: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆六: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆七: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆八: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆九: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆十: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆十一: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆十二: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.469+1.44.32=12.61kN 立杆十三: 单立杆N单=1.2NGk+1.4NQ1k=1.24.244+1.42.16=8.117kN 双立杆N双=1.2NGk+1.4NQ1k=1.25.339+1.42.16=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)506 1、立杆长细比验算 立杆计算长度l0=Kh=11.51.23=1.845m 长细比=l0/i=1.845103/15.9=116.038250 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=kih(m)=li/ii值11.1552.131134.0240.37621.1912.197138.2010.35731.1912.197138.2010.35741.1912.197138.2010.35751.1912.197138.2010.35761.1912.197138.2010.35771.1912.197138.2010.35781.1912.197138.2010.35791.1912.197138.2010.357101.1912.197138.2010.357111.1912.197138.2010.357121.1912.197138.2010.357131.1912.197138.2010.357 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=1.2NGk+1.4NQ1k=1.23.017+1.42.16=6.644kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=16644.192/(0.376506)+58194.122/5260=45.986N/mm2f=205N/mm2 满足要求！ 立杆二: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆三: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆四: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆五: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆六: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆七: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆八: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆九: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆十: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆十一: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.462)=0.048kNm =0KsN/(A)+Mwd/w=10.617831.093/(0.357506)+47580.1/5260=64.653N/mm2f=205N/mm2 满足要求！ 立杆十二: 单立杆N单=1.2NGk+1.4NQ1k=1.24.351+1.44.32=11.269kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.3181.22.462)=0.058kNm =0N/(A)+Mwd/w=111268.849/(0.357506)+58194.122/5260=73.446N/mm2f=205N/mm2 满足要求！ 双立杆Ns=1.2NGk+N单=1.25.469+11.269=17.831kN Mwd=wQMwk=wQ(0.051wklaH12)=0.61.4(0.050.60.261.22.46