《教學(xué)樓設(shè)計(jì)中的梁柱截面設(shè)計(jì)計(jì)算案例》3200字

.2柱截面設(shè)計(jì)1.2.1柱截面尺寸驗(yàn)算1、設(shè)計(jì)參數(shù)：柱混凝土：C35，fc=16.7N/mm箍筋類型選用HPB300，fy=f'縱向受力鋼筋：HRB400，fy=f'縱筋保護(hù)層厚度（外側(cè)鋼筋到構(gòu)件表面的距離）是30m?？蚣苤慕孛婷娣e是500mm×500mm，h02、柱壓比驗(yàn)算：查抗震規(guī)范可得：三級(jí)抗震要求的柱，軸壓比應(yīng)該小于0.85，表8-3柱的軸壓比驗(yàn)算表柱樓層b/mm?0f(N/mm)軸力（kN）N/fA3500.00470.0016.71139.370.242500.00470.0016.71705.420.351500.00470.0016.72271.260.47B3500.00470.0016.71581.430.332500.00470.0016.72344.540.481500.00470.0016.73107.910.65C3500.00470.0016.71574.300.332500.00470.0016.72335.770.481500.00470.0016.73097.220.65D3500.00470.0016.71573.900.332500.00470.0016.72334.870.481500.00470.0016.73095.850.651.2.2柱正截面承載力計(jì)算對(duì)頂層的B柱上端進(jìn)行柱正截面承載力計(jì)算，計(jì)算過(guò)程如下：1、Mmax=282.04kN·m，N軸向力對(duì)截面重心的偏心距：e柱子附加偏心距：e柱子初始偏心距：e頂層柱計(jì)算長(zhǎng)度：l偏心受壓構(gòu)件截面曲率修正系數(shù)：ξ柱子長(zhǎng)細(xì)比：lηη軸向力作用點(diǎn)到受拉鋼筋A(yù)se=根據(jù)設(shè)計(jì)規(guī)范要求可知矩形截面對(duì)稱配筋的鋼筋砼受壓構(gòu)件計(jì)算縱向鋼筋截面面積公式如下：A'小偏心：ξ=大偏心：ξ=注：β1鋼筋面積計(jì)算按上式計(jì)算，ξ=A'根據(jù)構(gòu)造要求每側(cè)配筋425,柱單側(cè)配筋率ρ=因此柱全截面配筋率ρ=A按構(gòu)造配筋進(jìn)行計(jì)算,其余柱配筋見下表。表8-4柱的偏心距增大系數(shù)計(jì)算表柱號(hào)層數(shù)MNeeelξξηη偏心形式A3141.741139.37143.6122.00165.617.571.102.741.24186.41大2151.511705.42102.2522.00124.257.571.101.831.29145.04小1321.242271.26155.5822.00177.581.251.101.381.25202.33大B3159.161581.43110.7022.00132.707.571.101.971.28153.51小2205.132344.5496.2422.00111.247.571.101.331.30139.04小1311.463107.91112.7222.00134.721.251.101.001.29157.27小C3175.041574.30122.3122.00144.317.571.101.981.25165.10小2225.932335.77106.3922.00121.397.571.101.331.28149.19小1316.903097.22112.5522.00134.551.251.101.001.29157.18小D3175.041573.90122.3422.00144.347.571.101.981.25165.13小2225.932334.87106.4422.00121.447.571.101.331.28149.24小1316.903095.85112.6022.00134.601.251.101.001.29157.23小表8-5柱的正截面配筋計(jì)算柱號(hào)層次Nξ偏心形式A'選配實(shí)配

A單側(cè)配筋率ρ%全截面配筋率ρ%A31139.372481.89大-381.3242519640.54%1.08%21705.422481.89小/42519640.54%1.08%12271.262481.89大47.0642519640.54%1.08%B31581.432481.89小/42519640.54%1.08%22344.542481.89小/42519640.54%1.08%13107.912481.89小103.7842519640.54%1.08%C31574.302481.89小/42519640.54%1.08%22335.772481.89小/42519640.54%1.08%13097.222481.89小91.4442519640.54%1.08%D31573.902481.89小/42519640.54%1.08%22334.872481.89小/42519640.54%1.08%13095.852481.89小90.9542519640.54%1.08%1.2.3柱斜截面承載力計(jì)算.經(jīng)過(guò)實(shí)驗(yàn)分析，柱的斜截面受剪承載力應(yīng)按下式計(jì)算：V式中：λ：偏心受壓構(gòu)件計(jì)算截面的剪跨比，λ<1時(shí)，取λ=1；λ>3時(shí)，取λ=3N：與剪力設(shè)計(jì)值V相應(yīng)的軸向壓力設(shè)計(jì)值；當(dāng)N>0.3fcA時(shí)，取N=0.3若符合下列公式的要求時(shí)，則可不進(jìn)行斜截面受剪承載力計(jì)算，而僅需根據(jù)構(gòu)造要求配置箍筋：V?1.75表8-6柱的斜截面計(jì)算驗(yàn)算柱樓層N/kNV/kNM/kN·m有效高度（mm）剪跨比KA31139.3771.11141.74470.003.74310.9921705.4291.43151.513.17351.0212271.26176.18321.243.59390.21B31581.43131.99159.162.37404.0222344.54171.17205.132.27466.7913107.91254.71311.462.45503.67C31253.3185.92163.612.35404.4921875.96101.27174.362.26466.4012491.39193.80353.362.35511.10D31739.57145.19175.082.35404.4722571.99195.99225.642.26466.3513411.70280.18350.312.35511.01由以上計(jì)算知，V均小于K，故柱的斜截面均按構(gòu)造配筋。框架柱上下端的加密區(qū)箍筋最大間距取100mm；加密區(qū)長(zhǎng)度取800mm；底層柱框架柱的根部箍筋加密區(qū)長(zhǎng)度不應(yīng)小于底層柱子凈高的1/3（即4550/3），故取值1600mm。非加密區(qū)箍筋間距<15d，取s=200mm表8-7框架柱斜截面配筋計(jì)算柱樓層b/mm?0N/kNN/fλρ（%）加密區(qū)配筋非加密區(qū)配筋加密區(qū)配筋率非加密區(qū)配筋率A3500.00470.001139.370.240.070.352Ф14@1002Ф14@2000.830.422500.00470.001705.420.350.080.412Ф14@1002Ф14@2001500.00470.002271.260.470.100.532Ф14@1002Ф14@200B3500.00470.001581.430.330.070.352Ф14@1002Ф14@2002500.00470.002344.540.480.100.532Ф14@1002Ф14@2001500.00470.003107.910.650.120.642Ф14@1002Ф14@200C3500.00470.001574.300.330.070.352Ф14@1002Ф14@2002500.00470.002335.770.480.100.532Ф14@1002Ф14@2001500.00470.003097.