-柱斜截面配筋計算表6-3B柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)5.775.775.775.775.774.174.174.174.176.14γREVC(KN)11.8524.6229.6334.5438.7450.3051.8654.7756.2653.810.2fcbh0(KN)223.08223.08223.08223.08223.08411.84411.84411.84411.84411.84截面是否滿足要求滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足17.3017.3017.3017.3017.3041.8241.8241.8241.8230.280.3fcbh(KN)334.62334.62334.62334.62334.62617.76617.76617.76617.76617.76N(KN)204.19371.48538.39705.3872.231041.471219.861397.61575.791753.220.056N11.4320.8030.1539.5048.8458.3268.3178.2788.2498.18+0.056N28.7338.1047.4556.8066.14100.14110.13120.09130.06128.46(ASV)/s實配箍筋加密區(qū)4Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@100非加密區(qū)4Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@150C柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)4.174.174.174.174.173.263.263.263.264.80γREVC(KN)39.4355.7872.6587.98101.12109.16117.67124.70127.82129.000.2fcbh0(KN)411.84411.84411.84411.84411.84657.80657.80657.80657.80657.80截面是否滿足要求滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足41.8241.8241.8241.8241.8281.0781.0781.0781.0759.540.3fcbh(KN)617.76617.76617.76617.76617.76986.70986.70986.70986.70986.70N(KN)340.06606.95870.981135.011199.651660.721929.492188.042468.232737.520.056N19.0433.9948.7763.5667.1893.00108.05122.53138.22152.10+0.056N60.8675.8190.59105.38109.00174.07189.12203.60219.29212.84(ASV)/s<0<0<0<0<0<0<0<0<0<0實配箍筋加密區(qū)4Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф12@1004Ф12@1004Ф12@1004Ф12@1004Ф12@100非加密區(qū)4Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф12@1504Ф12@1504Ф12@1504Ф12@1504Ф12@150柱斜截面配筋計算續(xù)表6-3D柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)4.174.174.174.174.173.263.263.263.264.80γREVC(KN)31.8852.8471.5888.15102.35112.41121.81129.81133.93132.310.2fcbh0(KN)411.84411.84411.84411.84411.84657.80657.80657.80657.80657.80截面是否滿足要求滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足41.8241.8241.8241.8241.8281.0781.0781.0781.0759.540.3fcbh(KN)617.76617.76617.76617.76617.76986.70986.70986.70986.70986.70N(KN)258.79429.62654.62852.621050.621248.021453.481658.681863.882069.380.056N14.4924.0636.6647.7558.8369.8981.3992.89104.38115.8956.3165.8878.4889.57120.06150.96162.46173.96185.45175.43(ASV)/s<0<0<0<0<0<0<0<0<0<0實配箍筋加密區(qū)4Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф12@1004Ф12@1004Ф12@1004Ф12@1004Ф12@100非加密區(qū)4Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф12@1504Ф12@1504Ф12@1504Ф12@1504Ф12@150E柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)5.775.775.775.775.774.174.174.174.176.14γREVC(KN)12.1120.3227.6833.5838.6250.1455.5457.6359.7055.160.2fcbh0(KN)223.08223.08223.08223.08223.08411.84411.84411.84411.84411.84截面是否滿足要求滿足滿足滿足滿足滿足滿足滿足滿足滿足滿足17.3017.3017.3017.3017.3041.8241.8241.8241.8230.280.3fcbh(KN)334.62334.62334.62334.62334.62617.76617.76617.76617.76617.76N(KN)109.95233.80335.90447.01555.98667.05783.80895.451003.681150.950.056N6.1613.0918.8125.0331.1337.3543.8950.1556.2164.45+0.056N23.4630.3936.1142.3348.4379.1785.7191.9798.0394.73(ASV)/s<0<0<0<0<0<0<0<0<0<0實配箍筋加密區(qū)4Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф8@1004Ф10@1004Ф10@1004Ф10@1004Ф10@1004Ф10@100非加密區(qū)4Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф8@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1504Ф10@1508.3現(xiàn)澆板計算按彈性理論計算的彎矩值區(qū)格項目ABCL01(m)3.93.62.1L02(m)5.13.93.9L01/L020.6960.9230.846M1（0.0351+0.2×0.0092）×5.31×3.92+（0.0688+0.2×0.0294）×1.05×3.92=4.18（0.02+0.2×0.0168）×5.31×3.62+（0.0435+0.2×0.0361）×1.05×3.62=2.30(0.0291+0.2×0.0137)×5.31×2.12+（0.051+0.2×0.0347）×1.05×2.12=2.5M2(0.0092+0.2×0.0351)×5.31×3.92+（0.0294+0.2×0.0688）×1.05×3.92=2.0（0.0168+0.2×0.02）×5.31×3.62+（0.0361+0.2×0.0435）×1.05×3.62=2.04（0.0137+0.2×0.0291）×5.31×2.12+（0.0347+0.2×0.051）×1.05×2.12=1.64M1ˊ-0.0777×6.36×3.92=-7.52-0.0571×6.36×3.62=-4.71-0.0695×6.36×2.12=-4.81M1ˊˊ0-4.71-4.81M2ˊ-0.0573×6.36×3.92=-5.54-0.0535×6.36×3.62=-4.41-0.0567×6.36×2.12=-3.93M2ˊˊ-5.54-4.410板配筋計算表表6-4項目截面h0(mm)M(KN*m)As(mm2)配筋實有As(mm2)跨中AL01方向814.18258.678@180279L02方向732.00141.208@250201BL01方向812.30113.868@250201L02方向732.04115.228@250201CL01方向812.50154.718@250201L02方向731.64115.788@201支座A-A81-6.02372.298@130387B-B81-4.71291.478@170296C-C81-4.48277.308@180279A-C81-3.93243.208@200251B-C81-5.54342.838@1403598.4現(xiàn)澆樓梯計8.4.1梯段板設計板厚h=100mmtgα=150/280=0.536,cosα=0.881總荷載設計值P=1.20×6.004+1.40×2.50=10.748KN/m荷載種類荷載標準值(KN/m)恒載水磨石面層(0.3+0.15)×0.65/0.3=0.98三角形踏步0.3×0.15×25/(2×0.3)=1.88斜板0.1×25/0.881=2.84板底抹灰0.02×17/0.894=0.38小計6.08活荷載2.5板跨度l=2.52m彎矩M=6.83KN*m高度h0=80mm，8.4.2．平臺板設計荷載設計值P=7.09kN/m荷載種類荷載標準值(KN/m)恒載水磨石面層0.6580厚混凝土板0.08×25=2.0板底抹灰0.02×17=0.34小計2.99活荷載2.5l=1.5m.彎矩設計值kN*mh0=60mm，選配Ф6@200，As=141mm2。8.4.3平臺梁設計荷載種類荷載標準值(kN/m)恒載水磨石面層0.25×（0.3-0.08）×25=1.38梁側粉刷0.02×（0.3-0.08）×2×17=0.18平臺板傳來2.74×1.5/2=2.47樓段板傳來6.04×2.52/2=7.61小計11.64活荷載2.5×（2.52/2+1.5/2）=5.036.4.3.2截面設計b×h=250×300mm計算跨度l0=1.05×(2.6-0.24)=2.478m彎矩設計值M=KN*m剪力設計值V=KNbf=b+5hf=250+400=650高度h0=300-35=265mm.屬于第一類T形截面，0.3%×250×300=225mm2﹤(65×1.43/300)%×250×265=205mm2As=131mm2﹤As1min=225mm2故按構造配筋214As=308mm2Ф6@200箍筋計算斜截面受剪承載力=0.7×1.43×250×265+1.25×210×265×56.6/200=85.99KN﹥27.378KN滿足要求縱筋選用214，箍筋配置Ф6@200第9章基礎設計基礎類型采用混凝土預制樁基礎。9.1邊柱基礎計算9.1.1荷載最不利組合彎矩為25.96KN·m軸力為1753.22KN,剪力為62.1KN9.1.2基本尺寸與樁數(shù)確定=3000×0.35×0.35+0.35×4（25×1.0+15×6.5+40×10+60×2.5）=1309KN特征值：Ra=1309/2=654.5KN所需樁數(shù)：n=1.1×1753.22/654.5=2.95，選用4根樁邊樁中心至承臺邊緣取d=350mm樁距取3d=1050mm.樁布置如下圖7.1（單位：m）圖7.1承臺尺寸為1750mm×1750mm9.1.3樁頂作用效應計算單樁承載力設計值：在彎矩作用下滿足要求。9.1.4承臺受沖切力驗算樁頂最大反力設計值Nmax=480.44kN平均反力設計值N=462.2kN樁頂凈反力設計值Nmax=456.55kN平均凈反力設計值N=438.33kN9.1.5承臺受剪承載力計算剪跨比，取λ=0.3剪切系數(shù)﹥2Nmax=960.88kN滿足要求9.1.6承臺受彎承載力計算=2×480.44×（0.525-0.2）=312.29KN·m選用1214，As=1846.8mm2同理，在y方向也配置1214,As=1846.8mm29.2中柱基礎計算9.2.1荷載最不利組合彎矩為17.03KN·m,軸力為2737.52KN,剪力為151.77KN9.2.2基本尺寸與樁數(shù)確定=3000×0.4×0.4+0.4×4（25×1.0+15×6.5+40×10+60×2.5）=1556KN特征值：Ra=1556/2=778KN所需樁數(shù)：n=1.1×2737.52/778=3.87，選用4根樁邊樁中心至承臺邊緣取d=400mm樁距取3d=1200mm.樁布置如下圖圖7.2（單位：mm）圖7.2承臺尺寸為2000mm×2000mm9.2.3樁頂作用效應計算單樁承載力設計值：在彎矩作用下滿足要求。9.2.4承臺受沖切力驗算樁頂最大反力設計值Nmax=774.38kN平均反力設計值N=715.58kN樁頂凈反力設計值Nmax=743.18kN平均凈反力設計值N=684.38kN9.2.5承臺受剪承載力計算剪跨比，取λ=0.3剪切系數(shù)﹥2Nmax=1548.76kN滿足要求9.2.6承臺受彎承載力計算=2×774.38×（0.6-0