x型钢混凝土梁柱截面跟节点设计

型钢混凝土梁计算书梁宽B=600mm钢骨高h=1000mm梁高H=1200mm钢骨宽b=400mmC35翼缘厚tf=30mmHRB335腹板厚tw=14mmHPB3005.16%Q345环境类别三a保护层厚度c=30mm那么：最大容许裂缝0.3mm16.7MPaho=1170mm2.2MPaσ1ho=130mm1.57MPaσ2ho=1070mm300MPaσ1=0.11270MPaσ2=0.91310MPaEs=2.0E+05Mpa180MPa受拉纵筋直径=25mm根数12根型钢护层受压纵筋直径=18mm根数2根100箍筋钢筋直径=10mm间距S100mm(pass!)纵筋与钢骨距离=45mm=30mm（pass!)侧保护层6.6719(pass!)10067.1491(pass!)(pass!)0.82%0.26%=0.15%（pass!)Aaf=12000mm2As=5887.5mm2Aaf'=12000mm2As’=508.68mm2aa=115mm2aa'=115mm2抗震等级：四级抗震调整系数：抗弯时：rRE=0.75抗剪时：rRE=0.85荷载设计值：M=275KNmV=90KN正截面抗弯承载力计算：假定σ1ho1.25x且σ2ho1.25x将Naw=[2.5ξ-(σ1+σ2)]twhofa和ξ=x/ho带入公式（5.1.2-4）得：=326.864ξ=x/H=0.28=ξb=0.53(Pass!)1.25x=408.58mmσ1ho1.25xσ2ho1.25x前述假定成立！2021/1/1821:21型钢混凝土梁截面计算纵筋配筋率ρ=混凝土ftk=承载能力极限状态验算：构造补充钢骨强度fav=钢骨翼缘宽厚比=钢骨腹板宽厚比=配箍率ρsv=钢骨混凝土梁截面构造：混凝土fc=混凝土ft=纵筋强度fy=钢骨强度fa=箍筋强度fyv=混凝土标号纵筋强度钢骨强度几何参数：箍筋强度钢骨占截面比=0121(')''('''')h()x2.5aafafsafawawcawfAAfyAsfyAsAAatftafBftAB梁截面计算表第1页型钢混凝土梁计算书=[0.5(0.11^2+0.91^2)-(0.11+0.91)+2.5x0.28-(1.25x0.28)^2]14x1170^2x310=-147.39KNm=7393.35KNm抗震调整：Mu=9857.8KNm=M(pass!)斜截面抗剪承载力计算：（剪力设计值应根据抗规调整）Vb=(0.36fcBho)/rRE即90=4965.205(Pass!)fatwhw=0.1fcBho即4079.61172.34(Pass!)截面满足要求Vb=（0.06fcBho+0.8fyvAsvho/s+0.58fatwhw）/rRE=4078.05KN(Pass!)荷载标准组合及准永久组合：Ms=Mk=3965KNmMc=446.69KNmK=0.18Aaw=13160mm2haw=940mmhos=1157.5mmhof=1085mmhow=985mmψ=1.1(1-Mc/Ms)=0.98205Mpa=fy1782mm45.49mm5.63%0.26mm=容许裂缝B600mmH1200mmb400mmh1000mmtf30mmtw14mm左粱端：12D252D180.26跨中：2D182D18右粱端：4D182D180.30σsa=M/[0.87(Ashos+Aafhof+kAawhow)]=最大裂缝：上部钢筋：下部钢筋：最大裂缝：上部钢筋：下部钢筋：上部钢筋：本荷载采用3D3S计算，挠度采用3D3S结果。ρte=(As+Aaf+kAaw)/(0.5BH)=下部钢筋：最大裂缝：余截面计算同前，本计算书不一一列出。结果汇总：ωmax=2.1ψσsa(1.9c+0.08de/ρte)/Es=(强度满足要求)(Pass!)正常使用极限状态验算：u=nπds+0.7(2bf+2tf+2khaw)=de=4(As+Aaf+kAaw)/u=混凝土截面的抗裂弯矩22221112012.51.252awwaMthf0002cyssaafaawxMfbxhfAhafAhaMAB梁截面计算表第2页型钢混凝土梁计算书配筋简图：0.260.3012D254D182D18d10@1000.00应设@200腰筋配筋裂缝箍筋本表格根据JGJ138-2001编制2011-10-08AB梁截面计算表第3页型钢混凝土梁计算书#REF!#REF!KN222212120[0.5()()2.5(1.25)]awwaMthfAB梁截面计算表第4页1611005198891柱高H=650mm钢骨高h=400mm柱宽B=450mm钢骨宽b=210mm柱长l=9.8m翼缘厚tf=6mm平面外lo=7.5m腹板厚tw=6mm计算长度系数：1.27Q345C35Ac=287652mm2HRB400Ass=4848mm2HPB3001.66%环境类别三a保护层厚度c=40mm那么：砼Ec=31500Mpa纵筋Es=200000Mpa钢骨Ess=206000Mpa6.356.54Ic=1E+10mm41.1E+10mm4Iss=1E+08mm2319356mm216.7MPaho=610mm2.2MPaσ1ho=131mm1.57MPaσ2ho=519mm360MPaσ1=0.21270MPaσ2=0.85310MPaξb=0.51180MPa受拉纵筋直径=16mm根数2根型钢护层受压纵筋直径=16mm根数2根125箍筋钢筋直径=10mm间距S150mm(pass!)纵筋与钢骨距离=69mm=30mm（pass!)侧保护层17.5019(pass!)12064.6791(pass!)(pass!)0.14%0.23%=0.15%（pass!)Aaf=1260mm2As=401.92mm2Aaf'=1260mm2As’=401.92mm2aa=128mm2aa'=128mm2抗震等级：四级抗震调整系数：抗弯时：rRE=0.75抗剪时：rRE=0.85荷载设计值：M=202KNmV=45KNN=245KN偏心距计算：eo=M/N=824.5mm21.67mm9.97取1ζ2=1.15-0.01lo/H=0.96取0.962021/1/1821:21几何参数：混凝土标号ass=Ess/Ec=as=Es/Ec=纵筋强度箍筋强度钢骨占截面比=型钢混凝土柱截面计算钢骨强度混凝土fc=混凝土ftk=混凝土ft=纵筋强度fy=钢骨强度fav=构造补充钢骨混凝土柱截面构造：钢骨翼缘宽厚比=配箍率ρsv=承载能力极限状态验算：ζ1=0.5fcA/N=ea=max(20,H/30)=纵筋配筋率ρ=Io=Ic+assIss=Ao=Ac+assAss=箍筋强度fyv=钢骨强度fa=钢骨腹板宽厚比=A&E柱截面计算表（大偏压)16110051988911.21受拉纵筋和受拉型钢合力中心点近似取两者间靠近型钢1/3处，得a=1021247.6mm受压区高度计算假定为大偏压且σ1ho1.25xσ2ho1.25x由公式（6.1.2-3）和公式（6.1.2.9）得=117.88mmξ=x/H=0.193=ξb=0.51大偏心受压1.25x=147.4mm且σ1ho1.25x；σ2ho1.25x假定成立！正截面承载力计算=-177KNm由式（6.1.2-4）得：=620.64KN(Pass!)M=Nηei=635.9KNm(Pass!)平面外按轴压计算186.68mmlo/i=40.18查表φ=0.965686KN=N(Pass!)斜截面抗剪承载力计算：（剪力设计值应根据抗规调整）Vb=(0.36fcBho)/rRE即45=1941.52(Pass!)fatwhw=0.1fcBho即721.68458.42(Pass!)本设计反弯点在本层柱子上，剪跨比为：8.03283N=245KN0.3fcAc=1465.4KN,取245KN=588.37KN(Pass!)B450mmH650mmb210mmh400mmtf6mmtw6mm配筋结果：2D16d10@150本表格根据JGJ138-2001编制2011-10-08单侧纵筋：箍筋：e=η(eo+ea)+h/2-a=η=1+ζ1*ζ2*(lo/h)2/(1400e0/ho)=本荷载采用3D3S计算，变形采用见3D3S结果。λ=0.5l/ho=结果汇总：实际取：i=(Io/Ao)^0.5=N=0.9φ(fcAc+fyAs+fs'Ass)=22221212012.51.252awwaMthfRE12rB2.5ysaafssaafwwcwaNfAfAfAfAthfxftf0002cyssaafaawxNfBxhfAhafAhaMRE（）/(re)00RE10.160.58B0.80.056+1.5svccyvawwAVfhfhfthNsA&E柱截面计算表（大偏压)1611005198891A&E柱截面计算表（大偏压)1611005198891350.98420.95A&E柱截面计算表（大偏压)强度C15C20C25C30C35C40C45C50C60C70C80fck1013.416.720.123.426.829.632394550.2ftk1.271.541.782.012.22.392.512.62.933.11fc7.29.611.914.316.719.121.123283235.9ft0.911.11.271.431.571.711.81.9222.22强度HPB300HRB335HRB400fyk300335400fy270300360强度C30C35C40C45C50C60C70C80Ec33.153.253.353.453.63.73.8强度HPB300HRB335HRB400Es2.122强度C30C35C40C45C50C60C70C80α1111110.980.960.9β10.80.80.80.80.80.780.760.7牌号21512512051202200115319011043101805295170626515572501458350205933519010315180112951701238022013360210143401951532518516角焊缝一、二级三级≤16215215185125116~40205205175120240~602002001701153自动、半自动和E43焊条的手工焊Q235钢160焊缝强度设计值（MPa）焊接方法和焊条型号构件钢材对接焊缝牌号厚度或直径（mm）抗压强度fcw抗拉强度ftw抗剪强度fvw拉、压、剪ffwQ420钢≤1644016~3535~5050~100Q390钢≤1641516~3535~5050~100Q345钢≤1640016~3535~5050~100端面承压fce厚度或直径（mm）Q235钢≤1632516~4040~6060~100砼强度标准值和设计值(MPa)普筋强度表（MPa）砼弹性模量(X104MPa)普筋弹性模量（X105MPa）砼受压区等效矩形图系数钢材强度设计值（MPa）钢材抗拉压弯强度抗剪强度fv60~1001901901601104≤16310310265180516~35295295250170635~50265265225155750~1002502502101458≤16350350300205916~353353352851901035~503153152701801150~1002952952501701