腳手架計算書

1、多排腳手架計算書計算依據(jù)：1 、?建筑施工腳手架平安技術(shù)統(tǒng)一標(biāo)準(zhǔn)?GB51210-20212 、?建筑施工扣件式鋼管腳手架平安技術(shù)標(biāo)準(zhǔn)?JGJ130-20213 、?建筑結(jié)構(gòu)荷載標(biāo)準(zhǔn)?GB50009-20214 、?鋼結(jié)構(gòu)設(shè)計標(biāo)準(zhǔn)?GB50017-20035 、?建筑地基根底設(shè)計標(biāo)準(zhǔn)? GB50007-2021、腳手架參數(shù)結(jié)構(gòu)重要性系數(shù) y o1腳手架平安等級二級腳手架搭設(shè)排數(shù)13腳手架鋼管類型48.3 X3.6架體離地高度(m)9.5立桿步距h(m)1.23立桿縱距或跨距1 a(m)1.2立桿離墻及立桿前后橫距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、荷載設(shè)計腳手架設(shè)計類型結(jié)構(gòu)腳手架腳手板類型木腳手板腳手板自重標(biāo)準(zhǔn)值 Gjb (kN/m 2)0.35腳手板鋪設(shè)方式2步1設(shè)密目式平安立網(wǎng)自重標(biāo)準(zhǔn)值2GUkN/m )0.01擋腳板類型木擋腳板欄桿與擋腳板自重標(biāo)準(zhǔn)值Gdb(kN/m)0.17擋腳板鋪設(shè)方式2步1設(shè)每米立桿承受結(jié)構(gòu)自重標(biāo)準(zhǔn)值gk(kN/m)0.129結(jié)構(gòu)腳手架作業(yè)層數(shù) njj12結(jié)構(gòu)腳手架荷載標(biāo)準(zhǔn)值Gjj (kN/m )3地區(qū)內(nèi)蒙古錫林浩特市平安網(wǎng)設(shè)置全封閉根本風(fēng)壓3 o(kN/m2)1風(fēng)壓高度變化系數(shù) 卩z(連墻件、單立桿、雙立桿穩(wěn)定性)0.4風(fēng)荷載體型系數(shù)卩s1.06 , 0.796 ,0.65

3、2風(fēng)荷載標(biāo)準(zhǔn)值3 k(kN/m )(連墻件、單立桿、雙立桿穩(wěn)定性)0.424 , 0.318 , 0.26計算簡圖:三、橫向水平桿驗算縱、橫向水平桿布置方式橫向水平桿在上縱向水平桿上橫向水平桿根數(shù)n2橫桿抗彎強度設(shè)計值f(N/mm 2)205橫桿截面慣性矩I(mm4)127100橫桿彈性模量E(N/mni)2060003橫桿截面抵抗矩W(mn)5260取多排架中最大橫距段作為最不利計算承載能力極限狀態(tài)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正常使用極限狀態(tài)q'=(0.04+Gkjb Xl a/(n+1)=(0.04+0.35 X 1.2/(2+1)=0.18kN/m計算簡圖如下：取前后立桿橫距最大的那跨計算，并考慮在頂端處有橫向水平桿外伸1、抗彎驗算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滿足要求!2 、撓度驗算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滿足要求！3、支座反力計算承載能力極限狀態(tài)R max=q(l b+a1) 2/(2l b)=1.896 x(1.2+0.15) 2/(2 x1.2)=1.44kN正常使用極限狀態(tài)R max'=q'(l b+a1)2/(2l b)=0.18 x(1.2+0.15) 2/(2 x1.2)=

6、0.136kN四、縱向水平桿驗算承載能力極限狀態(tài)由上節(jié)可知 F1=Rmax=1.44kNq=1.2x 0.04=0.048kN/m正常使用極限狀態(tài)由上節(jié)可知 F1'=Rmax'=0.136kNq'=0.04kN/m1 、抗彎驗算計算簡圖如下：彎矩圖(kN m)(T 二丫 oMUW=1x 0.467 x 106/5260=88.875N/mnfw f=205N/mm2滿足要求！2 、撓度驗算計算簡圖如下：變形圖 (mm)v max= 0.193mmC v = minl a/150 , 10 = min1200/150 , 10 = 8mm滿足要求！3、支座反力計算承載能力

7、極限狀態(tài)R ma>=3 327kN五、扣件抗滑承載力驗算橫桿與立桿連接方式雙扣件扣件抗滑移折減系數(shù)0.85扣件抗滑承載力驗算：橫向水平桿：FU=1 X 1.44kN WR c=0.85 X 12=10.2kN縱向水平桿：RnaRX 3.327kNWRc=0.85 X 12=10.2kN滿足要求！六、荷載計算立桿排號立桿搭設(shè)高度HS(m)雙立桿計算方式雙立桿計算高度m(m)110.7不設(shè)置雙立桿/225按雙立桿受力設(shè)計14325按雙立桿受力設(shè)計14425按雙立桿受力設(shè)計14525按雙立桿受力設(shè)計14625按雙立桿受力設(shè)計14725按雙立桿受力設(shè)計14825按雙立桿受力設(shè)計14925按雙立桿

8、受力設(shè)計141025按雙立桿受力設(shè)計141125按雙立桿受力設(shè)計141225按雙立桿受力設(shè)計141325按雙立桿受力設(shè)計14雙立桿不均勻系數(shù)K0.6每米立桿承受結(jié)構(gòu)自重標(biāo)準(zhǔn)值 gk(kN/m)0.129立桿靜荷載計算1、立桿承受的結(jié)構(gòu)自重標(biāo)準(zhǔn)值NGik立桿: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立桿二:單立桿 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雙立

9、桿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立桿三:單立桿 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雙立桿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立桿四：單立桿 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雙立桿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立桿五:單立桿 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雙立桿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立桿六:單立桿 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雙立桿NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN 立桿七:單立桿 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN雙立桿NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.34

12、8kN 立桿八:單立桿 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN雙立桿NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN 立桿九 :單立桿 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN雙立桿NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.3

13、48kN 立桿十 :單立桿 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23)14)=1.845kN雙立桿NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN 立桿十一 :單立桿 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23) 14)=1.845kN雙立桿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 -立桿十二:單立桿 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雙立桿NGs1k=(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN立桿十三:單立桿 NG1k=(gk+I bXn/2X0.04/h) X(H-h1)=(0.129+1.2 X2/2X0.04/1.23) X(25 -14)=1.845kN雙立桿NGs1k=

15、(gk+I bXn/2X0.04/h) Xh1=(0.129+1.2 X2/2X0.04/1.23) X14=2.348kN2 、腳手板的自重標(biāo)準(zhǔn)值 NG2k1立桿一: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立桿二:單立桿 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN雙立桿NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23

16、+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿三 :單立桿 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN雙立桿NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿四:單立桿 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.5 06kN雙立桿NGs2k1=(h1/h

17、+1) XlaXlbXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿五 :單立桿 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雙立桿NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿六 :單立桿 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2

18、X0.35X1/2/1=2.506kN雙立桿NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿七:單立桿 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN雙立桿NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿八:單立桿 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2

19、/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN雙立桿NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿九 :單立桿 NG2k1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN雙立桿NGs2k1=(h1/h+1) XiaXibXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿十 :單立桿 NG2k

20、1=(H-h 1)/h+1) XiaXibXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN雙立桿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 立桿十一 :單立桿 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN 雙立桿NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23+

21、1) X1.2X1.2X0.35X1/2/1=3.12kN立桿十二:單立桿 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/1=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/1=2.506kN 雙立桿NGs2k1=(h1/h+1) XlaXlbXGkjbX1/2/1=(14/1.23+1) X1.2X1.2X0.35X1/2/1=3.12kN立桿十三:單立桿 NG2k1=(H-h 1)/h+1) XlaXlbXGkjbX1/2/2=(25 -14)/1.23+1) X1.2X1.2X0.35X1/2/2=1.253kN雙立桿NGs2k1=(h1/h

22、+1) XlaXlbXGkjbX1/2/2=(14/1.23+1) X1.2X1.2X0.35X1/2/2=1.56kN1/2 表示腳手板 2 步 1 設(shè)3 、欄桿與擋腳板自重標(biāo)準(zhǔn)值 NG2k2立桿十三:單立桿 NG2k2=(H-h 1)/h+1) XlaXGkdbX1/2=(25 -14)/1.23+1) X1.2X0.17X1/2=1.014kN雙立桿 NGs2k2=(h1/h+1) XlaXGkdbX1/2=(14/1.23+1) X1.2X0.17X1/2=1.263kN1/2 表示擋腳板 2 步 1 設(shè)4 、圍護材料的自重標(biāo)準(zhǔn)值 NG2k3立桿十三:單立桿 NG2k3=GkmwX l

23、a X (H-h 1)=0.01 X1.2X(25 -14)=0.132kN雙立桿 NGs2k3=GkmwXlaXh1=0.01 X1.2X14=0.168kN5 、立桿自重標(biāo)準(zhǔn)值 NGk 總計立桿一 :NGk=NG1k+NG2k1=1.795+1.222=3.017kN 立桿二:單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿三 :單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469

24、kN 立桿四:單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿五 :單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿六 :單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN 立桿七:單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NG

25、sk=NGs1k+NGs2k1=2.348+3.12=5.469kN 立桿八:單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿九 :單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿十 :單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿十一 :單立桿 NGk=NG1

26、k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿十單立桿 NGk=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿 NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿十三:單立桿 NGk=NG1k+NG2k1+NG2k2+NG2k3=1.845+1.253+1.014+0.132=4.244kN雙立桿 NGsk=NGs1k+NGs2k1+NGs2k2+NGs2k3=2.348+1.56+1.263+0.168=5.339kN6 、立桿施工活荷載計算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立桿一：立桿二：立桿三：立桿四：立桿五：立桿六：立桿七：立桿八：立桿九：立桿十：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立桿十NQ1k=l aXlbX (n jj XGkjj )/1=1.2X1.2X(1 X3)/1=4.3

29、2kN立桿十NQ1k=l aXlbX (n jj XGkjj )/1=1.2X1.2X(1 X3)/1=4.32kN立桿十NQ1k=l aXlbX (n jj XGkjj )/2=1.2X1.2X(1 X3)/2=2.16kN組合風(fēng)荷載作用下單立桿軸向力：立桿一 ：N=1.2 XNg +1.4 XNQik=1.2 X 3.017+1.4 X 2.16=6.644kN立桿二:單立桿 N單=1.2 XNg汁1.4 XNqif1.2 X 4.351+1.4 X 4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿

30、三 :單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿四:單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNGk+1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿五 :單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁

31、1.4 XNQ1k=1.2 X 5.469+1.4 X4.32= 12.61kN 立桿六 :單立桿 N單=1.2 XNGk+1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNq1f1.2 X 5.469+1.4 X4.32=12.61kN 立桿七:單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNq1r=1.2 X 5.469+1.4 X4.32=12.61kN 立桿八:單立桿 N單=1.2 XNGk+1.4 XNQ1k=1.

32、2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿九 :單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNGk+1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿十 :單立桿 N單=1.2 XNg汁1.4XNq1f1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32

33、=12.61kN立桿一:單立桿 N單=1.2 XNg汁1.4 XNqif1.2 X 4.351+1.4 X 4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿十二：單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.351+1.4 X4.32=11.269kN雙立桿 N雙=1.2 XNg汁1.4 XNQ1k=1.2 X 5.469+1.4 X4.32=12.61kN 立桿十三：單立桿 N單=1.2 XNg汁1.4 XNQ1k=1.2 X4.244+1.4 X2.16=8.117kN雙立桿 N雙

34、=1.2 XNGk+1.4 XNQ1k=1.2 X 5.339+1.4 X 2.16=9.431kN七、立桿穩(wěn)定性驗算3立桿截面抵抗矩W(mn)5260立桿截面回轉(zhuǎn)半徑i(mm)15.9立桿抗壓強度設(shè)計值f(N/mm 2)205立桿截面面積A(mm)5061、立桿長細比驗算立桿計算長度 I 0=心 h=1X 1.5 X 1.23=1.845m長細比 入=l o/i=1.845 X 103/15.9=116.038 <250滿足要求！軸心受壓構(gòu)件的穩(wěn)定系數(shù)計算：立桿穩(wěn)定性系數(shù)計算計算長度附加系數(shù)k計算長度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、立桿穩(wěn)定性驗算組合

36、風(fēng)荷載作用由上計算可知各排立桿軸向力 N立桿一：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滿足要求！ 立桿二: 單立桿 N單=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滿足要求!雙立桿 2=1.2 xNg+N單=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滿足要求！立桿三 :單立桿 N單=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滿足要求！雙立桿 2=1.2 XNg+N單=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滿足要求！立桿四:單立桿 N單=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滿足要求！雙立桿 2=1.2 XNg+N單=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滿足要求！立桿五 :單立桿 N

42、單=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滿足要求！雙立桿 2=1.2 XNg+N單=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滿足要求！立桿六 :單立桿 N單=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滿足要求！雙立桿 2=1.2 XNg汁N單=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滿足要求！立桿七:單立桿 N單=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滿足要求！雙立桿 2=1.2 xNg+N單=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滿足要求！立桿八:單立桿 N單=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滿足要求！雙立桿 2=1.2 XNg+N單=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滿足要求！立桿九 :單立桿 N單=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滿足要求！雙立桿 2=1.2 XNg+N單=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滿足要求！立桿十 :單立桿 N單=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滿足要求！雙立桿 2=1.2 XNg+N單=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滿足要求！立桿十一 :單立桿 N單=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滿足要求！雙立桿 2=1.

53、2 XNg汁N單=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滿足要求！立桿十二:單立桿 N單=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.