腳手架計(jì)算書(shū)

多排腳手架計(jì)算書(shū)計(jì)算根據(jù)：1、《建筑施工腳手架安全技術(shù)統(tǒng)一原則》GB51210-2、《建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范》JGJ130-3、《建筑構(gòu)造荷載規(guī)范》GB50009-4、《鋼構(gòu)造設(shè)計(jì)規(guī)范》GB50017-5、《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》GB50007-一、腳手架參數(shù)構(gòu)造重要性系數(shù)γ01腳手架安全等級(jí)二級(jí)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(jì)腳手架設(shè)計(jì)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(jì)算簡(jiǎn)圖：立面圖側(cè)面圖三、橫向水平桿驗(yàn)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(jì)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(jì)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(jì)算簡(jiǎn)圖如下：取前后立桿橫距最大的那跨計(jì)算，并考慮在頂端處有橫向水平桿外伸1、抗彎驗(yàn)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(yàn)算νmax=max[5q'lb4/(384EI)，q'a14/(8EI)]=max[5×0.18×1/(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(jì)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(yàn)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(yàn)算計(jì)算簡(jiǎn)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(yàn)算計(jì)算簡(jiǎn)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(jì)算承載能力極限狀態(tài)Rmax=3.327kN五、扣件抗滑承載力驗(yàn)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(yàn)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(jì)算立桿排號(hào)立桿搭設(shè)高度Hs(m)雙立桿計(jì)算方式雙立桿計(jì)算高度h1(m)110.7不設(shè)置雙立桿/225按雙立桿受力設(shè)計(jì)14325按雙立桿受力設(shè)計(jì)14425按雙立桿受力設(shè)計(jì)14525按雙立桿受力設(shè)計(jì)14625按雙立桿受力設(shè)計(jì)14725按雙立桿受力設(shè)計(jì)14825按雙立桿受力設(shè)計(jì)14925按雙立桿受力設(shè)計(jì)141025按雙立桿受力設(shè)計(jì)141125按雙立桿受力設(shè)計(jì)141225按雙立桿受力設(shè)計(jì)141325按雙立桿受力設(shè)計(jì)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(jì)算1、立桿承受的構(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、腳手板的自重原則值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)材料的自重原則值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(jì)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(jì)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(yàn)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(jì)值[f](N/mm2)205立桿截面面積A(mm2)5061、立桿長(zhǎng)細(xì)比驗(yàn)算立桿計(jì)算長(zhǎng)度l0=Kμh=1×1.5×1.23=1.845m長(zhǎng)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)件的穩(wěn)定系數(shù)計(jì)算：立桿穩(wěn)定性系數(shù)計(jì)算計(jì)算長(zhǎng)度附加系數(shù)k計(jì)算長(zhǎng)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(yàn)算組合風(fēng)荷載作用由上計(jì)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=17.831kNMwd=φwγQMwk=φwγQ(0.05