腳手架計算書

多排腳手架計算書計算根據(jù)：1、《建筑施工腳手架安全技術(shù)統(tǒng)一原則》GB51210-20232、《建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范》JGJ130-20233、《建筑構(gòu)造荷載規(guī)范》GB50009-20234、《鋼構(gòu)造設(shè)計規(guī)范》GB50017-20235、《建筑地基基礎(chǔ)設(shè)計規(guī)范》GB50007-2023一、腳手架參數(shù)構(gòu)造重要性系數(shù)γ01腳手架安全等級二級腳手架搭設(shè)排數(shù)13腳手架鋼管類型Φ48.3×3.6架體離地高度(m)9.5立桿步距h(m)1.23立桿縱距或跨距l(xiāng)a(m)1.2立桿離墻及立桿前后橫距l(xiāng)b(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、荷載設(shè)計腳手架設(shè)計類型構(gòu)造腳手架腳手板類型木腳手板腳手板自重原則值Gkjb(kN/m2)0.35腳手板鋪設(shè)方式2步1設(shè)密目式安全立網(wǎng)自重原則值Gkmw(kN/m2)0.01擋腳板類型木擋腳板欄桿與擋腳板自重原則值Gkdb(kN/m)0.17擋腳板鋪設(shè)方式2步1設(shè)每米立桿承受構(gòu)造自重原則值gk(kN/m)0.129構(gòu)造腳手架作業(yè)層數(shù)njj1構(gòu)造腳手架荷載原則值Gkjj(kN/m2)3地區(qū)內(nèi)蒙古錫林浩特市安全網(wǎng)設(shè)置全封閉基本風(fēng)壓ω0(kN/m2)0.4風(fēng)荷載體型系數(shù)μs1風(fēng)壓高度變化系數(shù)μz(連墻件、單立桿、雙立桿穩(wěn)定性)1.06，0.796，0.65風(fēng)荷載原則值ωk(kN/m2)(連墻件、單立桿、雙立桿穩(wěn)定性)0.424，0.318，0.26計算簡圖：立面圖側(cè)面圖三、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(qiáng)度設(shè)計值[f](N/mm2)205橫桿截面慣性矩I(mm4)127100橫桿彈性模量E(N/mm2)206000橫桿截面抵御矩W(mm3)5260縱、橫向水平桿布置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×(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正常使用極限狀態(tài)q'=(0.04+Gkjb×la/(n+1))=(0.04+0.35×1.2/(2+1))=0.18kN/m計算簡圖如下：取前后立桿橫距最大旳那跨計算，并考慮在頂端處有橫向水平桿外伸1、抗彎驗算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滿足規(guī)定！2、撓度驗算νmax=max[5q'lb4/(384EI)，q'a14/(8EI)]=max[5×0.18×12023/(384×206000×127100)，0.18×1504/(8×206000×127100)]=0.185mmνmax＝0.185mm≤[ν]＝min[lb/150，10]＝min[1200/150，10]＝8mm滿足規(guī)定！3、支座反力計算承載能力極限狀態(tài)Rmax=q(lb+a1)2/(2lb)=1.896×(1.2+0.15)2/(2×1.2)=1.44kN正常使用極限狀態(tài)Rmax'=q'(lb+a1)2/(2lb)=0.18×(1.2+0.15)2/(2×1.2)=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=1.2×0.04=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)σ=γ0Mmax/W=1×0.467×106/5260=88.875N/mm2≤[f]=205N/mm2滿足規(guī)定！2、撓度驗算計算簡圖如下：變形圖(mm)νmax＝0.193mm≤[ν]＝min[la/150，10]＝min[1200/150，10]＝8mm滿足規(guī)定！3、支座反力計算承載能力極限狀態(tài)Rmax=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：Rmax=1×1.44kN≤Rc=0.85×12=10.2kN縱向水平桿：Rmax=1×3.327kN≤Rc=0.85×12=10.2kN滿足規(guī)定！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h1(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每米立桿承受構(gòu)造自重原則值gk(kN/m)0.129立桿靜荷載計算1、立桿承受旳構(gòu)造自重原則值NG1k立桿一:NG1k=(gk+lb×n/2×0.04/h)×H=(0.129+1.2×2/2×0.04/1.23)×10.7=1.795kN立桿二:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿三:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿四:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿五:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿六:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿七:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿八:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿九:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿十:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿十一:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿十二:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN立桿十三:單立桿NG1k=(gk+lb×n/2×0.04/h)×(H-h1)=(0.129+1.2×2/2×0.04/1.23)×(25-14)=1.845kN雙立桿NGs1k=(gk+lb×n/2×0.04/h)×h1=(0.129+1.2×2/2×0.04/1.23)×14=2.348kN2、腳手板旳自重原則值NG2k1立桿一: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立桿二:單立桿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雙立桿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立桿三:單立桿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雙立桿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立桿四:單立桿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雙立桿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立桿五:單立桿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雙立桿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立桿六:單立桿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雙立桿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立桿七:單立桿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雙立桿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立桿八:單立桿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雙立桿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立桿九:單立桿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雙立桿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立桿十:單立桿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雙立桿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立桿十一:單立桿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雙立桿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立桿十二:單立桿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雙立桿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立桿十三:單立桿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雙立桿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表達(dá)腳手板2步1設(shè)3、欄桿與擋腳板自重原則值NG2k2立桿十三:單立桿NG2k2=((H-h1)/h+1)×la×Gkdb×1/2=((25-14)/1.23+1)×1.2×0.17×1/2=1.014kN雙立桿NGs2k2=(h1/h+1)×la×Gkdb×1/2=(14/1.23+1)×1.2×0.17×1/2=1.263kN1/2表達(dá)擋腳板2步1設(shè)4、圍護(hù)材料旳自重原則值NG2k3立桿十三:單立桿NG2k3=Gkmw×la×(H-h1)=0.01×1.2×(25-14)=0.132kN雙立桿NGs2k3=Gkmw×la×h1=0.01×1.2×14=0.168kN5、立桿自重原則值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=5.469kN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NGsk=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=NG1k+NG2k1=1.845+2.506=4.351kN雙立桿NGsk=NGs1k+NGs2k1=2.348+3.12=5.469kN立桿十二: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立桿一：NQ1k=la×lb×(njj×Gkjj)/2=1.2×1.2×(1×3)/2=2.16kN立桿二：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿三：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿四：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿五：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿六：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿七：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿八：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿九：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿十：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿十一：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿十二：NQ1k=la×lb×(njj×Gkjj)/1=1.2×1.2×(1×3)/1=4.32kN立桿十三：NQ1k=la×lb×(njj×Gkjj)/2=1.2×1.2×(1×3)/2=2.16kN組合風(fēng)荷載作用下單立桿軸向力：立桿一:N=1.2×NGk+1.4×NQ1k=1.2×3.017+1.4×2.16=6.644kN立桿二:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿三:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿四:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿五:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿六:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿七:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿八:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿九:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿十:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿十一:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿十二:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.351+1.4×4.32=11.269kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.469+1.4×4.32=12.61kN立桿十三:單立桿N單=1.2×NGk+1.4×NQ1k=1.2×4.244+1.4×2.16=8.117kN雙立桿N雙=1.2×NGk+1.4×NQ1k=1.2×5.339+1.4×2.16=9.431kN七、立桿穩(wěn)定性驗算立桿截面抵御矩W(mm3)5260立桿截面回轉(zhuǎn)半徑i(mm)15.9立桿抗壓強(qiáng)度設(shè)計值[f](N/mm2)205立桿截面面積A(mm2)5061、立桿長細(xì)比驗算立桿計算長度l0=Kμh=1×1.5×1.23=1.845m長細(xì)比λ=l0/i=1.845×103/15.9=116.038≤250滿足規(guī)定！軸心受壓構(gòu)件旳穩(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、立桿穩(wěn)定性驗算組合風(fēng)荷載作用由上計算可知各排立桿軸向力N立桿一:N=1.2×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滿足規(guī)定！立桿二:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿三:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿四:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿五:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿六:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿七:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿八:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿九:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿十:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿十一:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=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滿足規(guī)定！立桿十二:單立桿N單=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滿足規(guī)定！雙立桿Ns=1.2×NGk+N單=1.2×5.469+11.269=17.831kN