x型鋼混凝土梁柱截面及節(jié)點(diǎn)設(shè)計方案

670518062.xls型鋼混凝土柱截面計算 2019/1/254:55幾何參數(shù)：柱高H=650mm鋼骨高h(yuǎn)=400mm柱寬B=450mm鋼骨寬b=210mm柱長l=9.8m翼緣厚tf=6mm平面外lo=7.5m腹板厚tw=6mm計算長度系數(shù)：1.27鋼骨強(qiáng)度Q3452混凝土標(biāo)號C35Ac=287652mm縱筋強(qiáng)度HRB400Ass=24848mm箍筋強(qiáng)度HPB300鋼骨占截面比=1.66%環(huán)境類別三a保護(hù)層厚度c=40mm那么：砼Ec=31500Mpa縱筋Es=200000Mpa鋼骨Ess=206000Mpaas=Es/Ec=6.35ass=Ess/Ec=6.54Ic=4Io=Ic+assIss=41E+10mm1.1E+10mmIss=221E+08mmAo=Ac+assAss=319356mm混凝土fc=16.7MPaho=610mm混凝土ftk=2.2MPaσ1ho=131mm混凝土ft=1.57MPaσ2ho=519mm縱筋強(qiáng)度fy=360MPaσ1=0.21箍筋強(qiáng)度fyv=270MPaσ2=0.85鋼骨強(qiáng)度fa=310MPaξb=0.51鋼骨強(qiáng)度fav=180MPa鋼骨混凝土柱截面構(gòu)造：受拉縱筋直徑=16mm根數(shù)2根型鋼護(hù)層受壓縱筋直徑=16mm根數(shù)2根125構(gòu)造補(bǔ)充箍筋鋼筋直徑=10mm間距S150mm(pass!)縱筋與鋼骨距離=69mm>=30mm（pass!)側(cè)保護(hù)層鋼骨翼緣寬厚比=17.50<19(pass!)120鋼骨腹板寬厚比=64.67<91(pass!)(pass!)縱筋配筋率ρ=0.14%配箍率ρsv=0.23%>=0.15%（pass!)Aaf=12602As=401.922mmmmAaf'=12602As’=401.922mmmmaa=1282aa'=1282mmmm承載能力極限狀態(tài)驗(yàn)算：抗震等級：四級抗震調(diào)整系數(shù)：抗彎時：rRE=0.75抗剪時：rRE=0.85荷載設(shè)計值：M=202KNmV=45KNN=245KN偏心距計算：ea=max(20,H/30)=eo=M/N=824.5mm21.67mmζ1=0.5fcA/N=9.97取1ζ2=1.15-0.01lo/H=0.96取0.96A&E柱截面計算表（大偏壓)670518062.xlsη=1+ζ1*ζ2*(lo/h)2/(1400e0/ho)=1.211/3處，得a=102受拉縱筋和受拉型鋼合力中心點(diǎn)近似取兩者間靠近型鋼e=η(eo+ea)+h/2-a= 1247.6 mm受壓區(qū)高度計算假定為大偏壓且σ1ho<1.25xσ2ho>1.25x由公式（6.1.2-3）和公式（6.1.2.9）得rRENfyAsfaAaffsAsfaAaf12twhwf=117.88mmxfcB2.5twfaξ=x/H=0.193<=ξb=0.51大偏心受壓1.25x=147.4mm且σ1ho<1.25x；σ2ho>1.25x假定成立！正截面承載力計算Maw12222.51.2522fa2121twh0=-177KNm由式（6.1.2-4）得：N（fcBxh0xh0asfaAafh0aaMaw）/(rREe)fyAs2

620.64KN(Pass!)M=Nηei=635.9KNm(Pass!)平面外按軸壓計算i=(Io/Ao)^0.5=186.68mmlo/i=40.18查表φ=0.96N<=0.9φ(fcAc+fyAs+fs'Ass)=5686KN>=N(Pass!)斜截面抗剪承載力計算：（剪力設(shè)計值應(yīng)根據(jù)抗規(guī)調(diào)整）Vb<=(0.36fcBho)/rRE即45<=1941.52(Pass!)fatwhw>=0.1fcBho即721.68>458.42(Pass!)本設(shè)計反彎點(diǎn)在本層柱子上，剪跨比為：λ=0.5l/ho=8.0328實(shí)際?。?N=245KN<0.3fcAc=1465.4KN,取245KN10.16Asv0.58=588.37KNVcRE+1.5fcBh00.8fyvsh0fatwhw0.056N(Pass!)結(jié)果匯總：B450mm本荷載H650mm采用b210mm計h400mm3D3S算，變tf6mm形采用tw6mm見3D3S配筋結(jié)果：結(jié)果。單側(cè)縱筋：2D16箍筋：d10@150本表格根據(jù)J