脚手架计算书

1、多排脚手架计算书计算依据：1 、?建筑施工脚手架平安技术统一标准?GB51210-20212 、?建筑施工扣件式钢管脚手架平安技术标准?JGJ130-20213 、?建筑结构荷载标准?GB50009-20214 、?钢结构设计标准?GB50017-20035 、?建筑地基根底设计标准? GB50007-2021、脚手架参数结构重要性系数 y o1脚手架平安等级二级脚手架搭设排数13脚手架钢管类型48.3 X3.6架体离地高度(m)9.5立杆步距h(m)1.23立杆纵距或跨距1 a(m)1.2立杆离墙及立杆前后横距1 b(m)1.2,1.2,1.2,1.2,1.2,1.2,1.2,1.2,1.2

2、,1.2,1.2,1.2,1.2、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 Gjb (kN/m 2)0.35脚手板铺设方式2步1设密目式平安立网自重标准值2GUkN/m )0.01挡脚板类型木挡脚板栏杆与挡脚板自重标准值Gdb(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 njj12结构脚手架荷载标准值Gjj (kN/m )3地区内蒙古锡林浩特市平安网设置全封闭根本风压3 o(kN/m2)1风压高度变化系数 卩z(连墙件、单立杆、双立杆稳定性)0.4风荷载体型系数卩s1.06 , 0.796 ,0.65

3、2风荷载标准值3 k(kN/m )(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/mm 2)205横杆截面惯性矩I(mm4)127100横杆弹性模量E(N/mni)2060003横杆截面抵抗矩W(mn)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 X (0.04+Gj xl/(n+1)+1.4 XGkxl/(n+1)=1.2 X (0.04+0.35 X 1.2/(2+1)+1.4 x 3X 1.2/(2+1)=1.896kN/

4、m正常使用极限状态q'=(0.04+Gkjb Xl a/(n+1)=(0.04+0.35 X 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 maFmaxql b2/8 , qai2/2=max1.896 X 1.2 78 , 1.896 X 0.152/2=0.341kN m(T = Y oMUW=1X 0.341 X 106/5260=64.87N/mm"< f=205N/mm2满足要求!2 、挠度验算4v ma>=max5q'l b /(384EI),q'a i4/

5、(8EI)=max5 x 0.18 x 12004/(384 x 206000X 127100),0.18 x 1504/(8 x 206000X 127100)=0.185mmv max= 0.185mmC v = minl b/150 , 10 = min1200/150 , 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+a1) 2/(2l b)=1.896 x(1.2+0.15) 2/(2 x1.2)=1.44kN正常使用极限状态R max'=q'(l b+a1)2/(2l b)=0.18 x(1.2+0.15) 2/(2 x1.2)=

6、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=1.2x 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)(T 二丫 oMUW=1x 0.467 x 106/5260=88.875N/mnfw f=205N/mm2满足要求！2 、挠度验算计算简图如下：变形图 (mm)v max= 0.193mmC v = minl a/150 , 10 = min1200/150 , 10 = 8mm满足要求！3、支座反力计算承载能力

7、极限状态R ma>=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：FU=1 X 1.44kN WR c=0.85 X 12=10.2kN纵向水平杆：RnaRX 3.327kNWRc=0.85 X 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m(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

8、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NGik立杆:NGik=(gk+l bX n/2 X 0.04/h) X H=(0.129+1.2 X 2/2 X 0.04/1.23) X 10.7=1.795kN立杆二:单立杆 Na1k=(gk+l bX n/2 X 0.04/h) X (H-hh)=(0.129+1.2 X 2/2 X 0.04/1.23) X (25 -14)=1.845kN双立

9、杆Nas1k=(gk+l b X n/2 X 0.04/h) Xh 1=(0.129+1.2 X 2/2 X 0.04/1.23) X 14=2.348kN立杆三:单立杆 Na1k=(gk+l bX n/2 X 0.04/h) X( H-h1)=(0.129+1.2 X 2/2 X 0.04/1.23) X (25 -14)=1.845kN双立杆Nas1k=(gk+l bX n/2 X 0.04/h) Xh 1=(0.129+1.2 X2/2 X 0.04/1.23) X 14=2.348kN立杆四：单立杆 N31k=(gk+l bX n/2 X 0.04/h) X (H-hd=(0.129+

10、1.2 X 2/2 X 0.04/1.23) X (25 -14)=1.845kN双立杆Nas1k=(gk+l bX n/2 X 0.04/h) Xh 1=(0.129+1.2 X2/2 X 0.04/1.23) X 14=2.348kN立杆五:单立杆 Ns1k=(gk+l bX n/2 X 0.04/h) X (H-h1)=(0.129+1.2 X 2/2 X 0.04/1.23) X (25 -14)=1.845kN双立杆Nas1k=(gk+l bX n/2 X 0.04/h) Xh 1=(0.129+1.2 X2/2 X 0.04/1.23) X 14=2.348kN立杆六:单立杆 Na

11、i=(gk+I bX n/2 X 0.04/h) X (H-hi)=(0.129+1.2 X 2/2 X 0.04/1.23) X (25 -14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN 立杆七:单立杆 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.34

12、8kN 立杆八:单立杆 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN 立杆九 :单立杆 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.3

13、48kN 立杆十 :单立杆 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN 立杆十一 :单立杆 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23) 14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14

14、=2.348kNX (25 -X (25 -X(25-X (25 -X (25 -立杆十二:单立杆 Nai=(gk+I bX n/2 X 0.04/h) X (H-hi)=(0.129+1.2 X 2/2 X 0.04/1.23) X (25 -14)=1.845kN双立杆NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN立杆十三:单立杆 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23) X(25 -14)=1.845kN双立杆NGs1k=

15、(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN2 、脚手板的自重标准值 NG2k1立杆一:NG2k=(H/h+1) Xl XlbXGkjb X 1/2/2=(10.7/1.23+1) X 1.2 X 1.2 X 0.35 X 1/2/2=1.222k N立杆二:单立杆 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23

16、+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆三 :单立杆 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆四:单立杆 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.5 06kN双立杆NGs2k1=(h1/h

17、+1) XlaXlbXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆五 :单立杆 Nkk=(H-h i)/h+1) XiaxlXGe X 1/2/1=(25 -14)/1.23+1) X 1.2 X 1.2 X 0.35 X 1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆六 :单立杆 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2

18、X0.35X1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆七:单立杆 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆八:单立杆 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2

19、/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆九 :单立杆 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN双立杆NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆十 :单立杆 NG2k

20、1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN双立杆Nas2ki=(hi/h+1) XIaXIbXGkjb X 1/2/1=(14/1.23+1) X 1.2 X 1.2 X 0.35 X 1/2/1=3.12kN 立杆十一 :单立杆 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN 双立杆NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23+

21、1) X1.2X1.2X0.35X1/2/1=3.12kN立杆十二:单立杆 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN 双立杆NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立杆十三:单立杆 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/2=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/2=1.253kN双立杆NGs2k1=(h1/h

22、+1) XlaXlbXGkjbX1/2/2=(14/1.23+1) X1.2X1.2X0.35X1/2/2=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-h 1)/h+1) XlaXGkdbX1/2=(25 -14)/1.23+1) X1.2X0.17X1/2=1.014kN双立杆 NGs2k2=(h1/h+1) XlaXGkdbX1/2=(14/1.23+1) X1.2X0.17X1/2=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=GkmwX l

23、a X (H-h 1)=0.01 X1.2X(25 -14)=0.132kN双立杆 NGs2k3=GkmwXlaXh1=0.01 X1.2X14=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=5.469

24、kN 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 NG

25、sk=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=NG1

26、k+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NQ1k=l

27、aXlbX (n jjXGkjj )/2=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=1.2NQ1k=l aXlbX (n jjXGkjj )/1=

28、1.2立杆一：立杆二：立杆三：立杆四：立杆五：立杆六：立杆七：立杆八：立杆九：立杆十：X 1.2 X (1 X 3)/2=2.16kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3) /1=4.32kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3)/1=4.32kNX1.2X(1 X3)/1=4.32kN立杆十NQ1k=l aXlbX (n jj XGkjj )/1=1.2X1.2X(1 X3)/1=4.3

29、2kN立杆十NQ1k=l aXlbX (n jj XGkjj )/1=1.2X1.2X(1 X3)/1=4.32kN立杆十NQ1k=l aXlbX (n jj XGkjj )/2=1.2X1.2X(1 X3)/2=2.16kN组合风荷载作用下单立杆轴向力：立杆一 ：N=1.2 XNg +1.4 XNQik=1.2 X 3.017+1.4 X 2.16=6.644kN立杆二:单立杆 N单=1.2 XNg汁1.4 XNqif1.2 X 4.351+1.4 X 4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆

30、三 :单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆四:单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNGk+1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆五 :单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁

31、1.4 XNQ1k=1.2 X 5.469+1.4 X4.32= 12.61kN 立杆六 :单立杆 N单=1.2 XNGk+1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNq1f1.2 X 5.469+1.4 X4.32=12.61kN 立杆七:单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNq1r=1.2 X 5.469+1.4 X4.32=12.61kN 立杆八:单立杆 N单=1.2 XNGk+1.4 XNQ1k=1.

32、2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆九 :单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNGk+1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆十 :单立杆 N单=1.2 XNg汁1.4XNq1f1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32

33、=12.61kN立杆一:单立杆 N单=1.2 XNg汁1.4 XNqif1.2 X 4.351+1.4 X 4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆十二：单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN双立杆 N双=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立杆十三：单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.244+1.4 X2.16=8.117kN双立杆 N双

34、=1.2 XNGk+1.4 XNQ1k=1.2 X 5.339+1.4 X 2.16=9.431kN七、立杆稳定性验算3立杆截面抵抗矩W(mn)5260立杆截面回转半径i(mm)15.9立杆抗压强度设计值f(N/mm 2)205立杆截面面积A(mm)5061、立杆长细比验算立杆计算长度 I 0=心 h=1X 1.5 X 1.23=1.845m长细比 入=l o/i=1.845 X 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l i=ki g h(m)入=1 i/i© i值11.1552.131134

35、.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

36、风荷载作用由上计算可知各排立杆轴向力 N立杆一：N=1.2XNgr+1.4 XNqE.2 X 3.017+1.4 X2.16=6.644kNMWd=© wy QMlk=© wy q(0.05 Z iWklaH2)=0.6 X 1.4 X (0.05 X 0.6 X 0.318 X 1.2 X 2.46 2)=0.058 kN m(T =Y oN/( © A)+Mvd/w=1 X 6644.192/(0.376 X 506)+58194.122/5260=45.986N/mm 2W f=205N/mm2满足要求！ 立杆二: 单立杆 N单=1.2 XNg汁1.4 XN

37、Q1k=1.2 X4.351+1.4 X4.32=11.269kNMWd=© wy QMVk=© wy q(0.05 Z 1wdaH2)=0.6 X 1.4 X (0.05 X 0.6 X 0.318 X 1.2 X 2.46 2)=0.058 kN mt =丫 qN/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2<f=205N/mm2满足要求!双立杆 2=1.2 xNg+N单=1.2 X 5.469+11.269=17.831kN22MWd=© wy(Mk=

38、© wy q(0.05 Z iwlaH )=0.6 X 1.4 X (0.05 X 0.6 X 0.26 X 1.2 X 2.46 )=0.048k N m(T = Y oKsN/( © A)+MUw=1 X 0.6 X 17831.093/(0.357 X 506)+47580.1/5260=64.653N/ mrr f=205N/mm2满足要求！立杆三 :单立杆 N单=1.2 XNGk+1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6

39、 X1.4X(0.05 X0.6X0.318X1.2X2.46 2)=0.058 kN m2T =Y 0N/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm <2f=205N/mm2满足要求！双立杆 2=1.2 XNg+N单=1.2 X 5.469+11.269=17.831kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.048k N mT=y 0KsN/( &

40、#169; A)+Mwd/w=1 X 0.6 X 17831 .093/(0.357 X 506)+47580.1/5260=64.653N/ mr f=205N/mm2满足要求！立杆四:单立杆 N单=1.2 XNg汁1.4 XNq1f1.2 X4.351+1.4 X4.32=11.269kNMWd=© wy(Mk=© wy &0.05 Z iwlaH2)=0.6 X 1.4 X (0.05 X 0.6 X 0.318 X 1.2 X 2.46 )=0.058 kN m(T =Y oN/( © A)+Mvd/w=1 X 11268.849/(0.357 X

41、 506)+58194.122/5260=73.446N/mm 2w f=205N/mm2满足要求！双立杆 2=1.2 XNg+N单=1.2 X 5.469+11.269=17.831kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.048k N mT=y 0KsN/( © A)+Mwd/w=1 X0.6X17831.093/(0.357 X506)+47580.1/5260=64.653N/ mri f=205N/mm2满足要求！立杆五 :单立杆 N

42、单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH1 )=0.6 X1.4X (0.05 X0.6X 0.318X1.2X 2.46 )=0.058 kN mT =Y 0N/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2< f=205N/mm2满足要求！双立杆 2=1.2 XNg+N单=1.2 X 5.469+11.269=17.831kN22Mwd

43、=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.048kN m(T = Y 0«N/( © A)+Mvd/w=1 X 0.6 X 17831.093/(0.357 X 506)+47580.1/5260=64.653N/ mrr f=205N/mm2满足要求！立杆六 :单立杆 N单=1.2 XNg汁1.4 XNqif1.2 X4.351+1.4 X4.32=11.269kN22MWd=© wy QMlk=© wy q(0.05 Z 1

44、WklaH )=0.6 X 1.4 X (0.05 X 0.6 X 0.318 X 1.2 X 2.46 )=0.058 kN mT =Y oN/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2< f=205N/mm2满足要求！双立杆 2=1.2 XNg汁N单=1.2 X 5.469+11.269=17.831kN22Mwd=© wY QMwk=© wY Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.

45、048k N mT=Y 0KsN/( © A)+Mwd/w=1 X 0.6 X 17831 .093/(0.357 X 506)+47580.1/5260=64.653N/ m希f=205N/mm2满足要求！立杆七:单立杆 N单=1.2 XNGk+1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN22Mwd=© wY QMwk=© wY Q(0.05 Z 1wkl aH12)=0.6 X1.4X (0.05 X0.6X 0.318X1.2X 2.46 2)=0.058 kN mT =Y oN/( © A)+MVd/w=1 X

46、11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2<2f=205N/mm2满足要求！双立杆 2=1.2 xNg+N单=1.2 X 5.469+11.269=17.831kNMWd=© wy(Mk=© wy q(0.05 Z iwlaH2)=0.6 X 1.4 X (0.05 X 0.6 X 0.26 X 1.2 X 2.46 2)=0.048k N m(T = Y oKsN/( © A)+MUw=1 X 0.6 X 17831.093/(0.357 X 506)+47580.1/5260=64.653N/

47、mri f=205N/mm2满足要求！立杆八:单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kNMwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.318X1.2X2.46 2)=0.058 kN mT =Y 0N/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2< f=205N/mm2满足要求！双立杆 2=1.2 XNg+N单=1.2 X 5.

48、469+11.269=17.831kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.048k N mT=y 0KsN/( © A)+Mwd/w=1 X0.6X17831.093/(0.357 X506)+47580.1/5260=64.653N/ mm f=205N/mm2满足要求！立杆九 :单立杆 N单=1.2 XNg汁1.4 XNq1f1.2 X4.351+1.4 X4.32=11.269kNMWd=© wy(Mk=© wy &

49、amp;0.05 Z iwlaH2)=0.6 X 1.4 X (0.05 X 0.6 X 0.318 X 1.2 X 2.46 )=0.058 kN m(T =Y oN/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2w f=205N/mm2满足要求！双立杆 2=1.2 XNg+N单=1.2 X 5.469+11.269=17.831kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2

50、.46 2)=0.048k N mT=y 0KsN/( © A)+Mwd/w=1 X0.6X17831.093/(0.357 X506)+47580.1/5260=64.653N/ mri f=205N/mm2满足要求！立杆十 :单立杆 N单=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH1 )=0.6 X1.4X (0.05 X0.6X 0.318X1.2X 2.46 )=0.058 kN mT =Y 0N/( © A)+Mvd/w

51、=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2< f=205N/mm2满足要求！双立杆 2=1.2 XNg+N单=1.2 X 5.469+11.269=17.831kN22Mwd=© wy QMwk=© wy Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.048kN m(T = Y 0«N/( © A)+Mvd/w=1 X 0.6 X 17831.093/(0.357 X 506)+47580.1/5260=64

52、.653N/ mrr f=205N/mm2满足要求！立杆十一 :单立杆 N单=1.2 XNg汁1.4 XNqif1.2 X4.351+1.4 X4.32=11.269kN22MWd=© wy QMlk=© wy q(0.05 Z 1WklaH )=0.6 X 1.4 X (0.05 X 0.6 X 0.318 X 1.2 X 2.46 )=0.058 kN mT =Y oN/( © A)+Mvd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.446N/mm 2< f=205N/mm2满足要求！双立杆 2=1.

53、2 XNg汁N单=1.2 X 5.469+11.269=17.831kN22Mwd=© wY QMwk=© wY Q(0.05 Z 1wkl aH12)=0.6 X1.4X(0.05 X0.6X0.26X1.2X2.46 2)=0.048kN mT=Y 0KsN/( © A)+Mwd/w=1 X 0.6 X 17831 .093/(0.357 X 506)+47580.1/5260=64.653N/ m希f=205N/mm2满足要求！立杆十二:单立杆 N单=1.2 XNGk+1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN22Mwd=© wY QMwk=© wY Q(0.05 Z 1wkl aH12)=0.6 X1.4X (0.05 X0.6X 0.318X1.2X 2.46 2)=0.058 kN mT =Y oN/( © A)+MVd/w=1 X 11268.849/(0.357 X 506)+58194.122/5260=73.