工作井计算书

钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1设计资料1.1基本信息圆形水池形式:有盖池内液体重度10.0kN/m3浮托力折减系数1.00裂缝宽度限值0.20mm抗浮安全系数1.05水池的几何尺寸如下图所示:1.2荷载信息地面活荷载:10.00kN/m2活荷载组合系数:0.90荷载分项系数:自重:1.30其它恒载:1.30地下水压:1.50其它活载:1.50荷载准永久值系数:顶板活荷载:0.40地面堆积荷载:0.50地下水压:1.00温(湿)度作用:1.00活载调整系数:其它活载:1.00壁面温差:-10.0℃温差弯矩折减系数:0.65混凝土线膨胀系数:0.0000101.3混凝土与土信息土天然重度:18.00kN/m3土饱和重度:20.00kN/m3土内摩擦角ψ:30.0度地基承载力特征值fak=120.00kPa基础宽度和埋深的地基承载力修正系数ηb=1.00、ηd=1.00混凝土等级:C30纵筋级别:HRB400混凝土重度:25.00kN/m3配筋调整系数:1.20纵筋保护层厚度:位置顶板(mm)池壁(mm)底板(mm)上侧(内侧)10355下侧(外侧)103552计算内容（1）荷载标准值计算（2）抗浮验算（3）地基承载力计算（4）内力及配筋计算（5）抗裂度、裂缝计算（6）混凝土工程量计算3荷载标准值计算顶板:恒荷载:顶板自重:1.25kN/m2覆土自重:146.20kN/m2活荷载:地面活荷载:10.00kN/m2地下水作用:38.20kN/m2底板:恒荷载:顶板自重+池壁自重:5.59kN/m2覆土自重:146.20kN/m2活荷载:地面活荷载:10.00kN/m2地下水作用:38.20kN/m2池壁:恒荷载:池外侧土压力(池顶):48.90kN/m2池外侧土压力(池底):52.23kN/m2活荷载:池外水压力(池顶):38.70kN/m2池外水压力(池底):48.70kN/m2温差作用:-12.19kN.m/m地面活荷载:3.33kN/m24地基承载力验算:计算基础底面的压力：池壁内壁圆面积:Aic=πR2=3.14×2.5002=19.63m2池壁外壁圆面积:At=π(R＋t)2=3.14×(2.500＋0.25)2=23.76m2顶板自重Gt=γc×At×t1=25.00×23.76×0.05=29.70kN池壁自重Gs=γc×As×H=25.00×4.12×1.000=103.08kN底板自重Gb=γc×Ab×t2=25.00×23.76×0.05=29.70kN水池自重Gp=Gt＋Gs＋Gb=29.70＋103.08＋29.70=162.48kN覆土重Gc=psv×At=146.20×23.76=3473.46kN池内水自重Gw=pw×Aic=0.00×19.63=0.00kN地面活荷载Gq=qm×At=10.00×23.76=237.58kN地下水荷载Giw=907.57kN基础底面的压力pk=(Gp＋Gw＋Gc＋Gq＋Giw)/Ab=4781.09/23.76=201.24kPa基础宽度大于3m或埋置深度大于0.5m，需修正承载力特征值计算地基承载力特征值修正值：fa=fak＋ηbγ(b-3)＋ηdγm(d-0.5)水池底板底下的土的重度γ=γ饱和－γ水=20.00-10.00=10.00kN/m3水池底板底以上土的加权平均重度γm=[γ土×Hw＋(γ饱和－γ水)×(Hb－Hw)]／Hb=[18.00×6.000＋(20.00－10.00)×(10.920－6.000)]／10.920=14.40kN/m3fa=120.00＋1.00×10.00×(5.500－3)＋1.00×14.40×(10.920－0.5)=295.00kPapk=201.24kPa<fa=295.00kPa地基承载力满足5抗浮验算:水池自重Gp=162.48kN覆土重Gc=3473.46kN地下水作用荷载Giw=907.57kN总自重W=Gp＋Gc＋Giw=4543.51kN池体浸入水中高度h=4.92m水池底面积Ab=23.76m2浮托力折减系数ηfw=1.00总浮力F=ηfwγ水hAb=1.00×10.00×4.92×23.76=1168.91kNW/F=3.89>Kf=1.05,抗浮验算满足。6内力及配筋计算:(轴力:kN弯矩:kN.m面积:mm2配筋面积:mm2/m)池壁:弯矩外侧受拉为正，轴力受拉为正顶板:下侧受拉为正,底板:上侧受拉为正按《给水排水工程结构设计手册》静力计算查表池壁的约束条件:上端自由,下端固定池壁内力计算查表系数H2/dt=1.0002/5.250×0.25=0.76荷载组合:（1）闭水试验：池内有水，池外无土（2）使用时池内无水：池内无水，池外有土闭水试验：基本组合:1.50×温度作用标准组合:1.00×温度作用准永久组合:1.00×温度作用设计值/标准值/准永久值位置竖向弯矩环向弯矩环向轴力0.00H0.00/0.00/0.0015.23/10.16/10.16249.00/166.00/166.000.10H0.44/0.29/0.2915.31/10.20/10.20181.66/121.11/121.110.20H1.26/0.84/0.8415.44/10.30/10.30127.02/84.68/84.680.30H3.17/2.11/2.1115.76/10.51/10.5184.19/56.13/56.130.40H5.10/3.40/3.4016.08/10.72/10.7252.09/34.72/34.720.50H7.24/4.82/4.8216.44/10.96/10.9629.30/19.53/19.530.60H9.47/6.31/6.3116.81/11.21/11.2114.34/9.56/9.560.70H11.77/7.85/7.8517.20/11.46/11.465.57/3.71/3.710.75H12.92/8.62/8.6217.39/11.59/11.592.98/1.99/1.990.80H14.09/9.40/9.4017.58/11.72/11.721.37/0.91/0.910.85H15.25/10.17/10.1717.78/11.85/11.850.45/0.30/0.300.90H16.42/10.95/10.9517.97/11.98/11.980.03/0.02/0.020.95H17.58/11.72/11.7218.16/12.11/12.11-0.02/-0.01/-0.011.00H18.75/12.50/12.5018.36/12.24/12.240.00/0.00/0.00使用时池内无水：基本组合:1.30×池外土作用＋1.50×地下水作用＋0.90×1.50×(温度作用＋地面活荷载)标准组合:1.00×池外土作用＋1.00×地下水作用＋0.90×1.00×(温度作用＋地面活荷载)准永久组合:1.00×池外土作用＋1.00×地下水作用＋1.00×温度作用＋0.50×地面活荷载设计值/标准值/准永久值位置竖向弯矩环向弯矩环向轴力0.00H-0.00/-0.00/-0.0013.71/9.14/10.16-352.31/-252.72/-249.130.10H-0.01/-0.01/-0.01-0.00/-0.00/-0.00-322.60/-231.41/-228.120.20H1.21/0.81/0.9013.91/9.28/10.31-265.84/-190.66/-187.960.30H3.32/2.24/2.4414.26/9.51/10.56-222.42/-159.51/-157.260.40H5.90/4.01/4.3314.69/9.81/10.88-179.26/-128.55/-126.740.50H9.34/6.37/6.8215.27/10.20/11.29-137.39/-98.51/-97.130.60H13.82/9.49/10.0616.01/10.72/11.83-97.10/-69.62/-68.640.70H19.10/13.17/13.8616.89/11.34/12.47-60.46/-43.34/-42.740.75H22.24/15.37/16.1217.42/11.70/12.84-44.16/-31.66/-31.210.80H25.70/17.79/18.6017.99/12.11/13.26-29.77/-21.34/-21.040.85H29.49/20.45/21.3118.63/12.55/13.71-17.73/-12.71/-12.530.90H33.61/23.35/24.2619.31/13.03/14.20-8.38/-6.00/-5.920.95H38.07/26.50/27.4520.06/13.56/14.73-2.08/-1.49/-1.471.00H42.91/29.91/30.9020.86/14.13/15.31-0.00/-0.00/-0.00池壁配筋及裂缝、抗裂度验算:位置计算As配筋实际As裂缝宽度抗裂度竖向内侧500.0E12@140807.80.14---竖向外侧588.4E12@140807.80.14---环向内侧500.0E12@1001131.00.061.19环向外侧610.3E12@1001131.00.061.19池壁的竖向最大裂缝宽度:0.14<=0.20裂缝满足要求池壁的环向最大抗裂度:1.19<=act×ftk=1.75抗裂度满足要求池壁的环向最大裂缝宽度:0.06<=0.20裂缝满足要求7混凝土工程量计算顶板面积:At=π(R＋t)2=3.14×(2.500＋0.25)2=23.76m2池壁面积:As=π((R＋t)2－R2)=3.14×((2.500＋0.25)2－2.5002)=4.12m2底板面积:Ab=π(R＋t＋Le)2=3.14×(2.500＋0.25＋0.00)2=23.76m2水池混凝土总方量=At×t1＋As×H＋Ab×t2=23.76×0.05＋4.12×1.000＋23.76×0.05=6.50m3-----------------------------------------------------------------------【理正结构设计工具箱软件6.5PB3】计算日期:2020-11-1017:25:15-----------------------------------------------------------------------钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1设计资料1.1基本信息圆形水池形式:有盖池内液体重度10.0kN/m3浮托力折减系数1.00裂缝宽度限值0.20mm抗浮安全系数1.05水池的几何尺寸如下图所示:1.2荷载信息地面活荷载:10.00kN/m2活荷载组合系数:0.90荷载分项系数:自重:1.30其它恒载:1.30地下水压:1.50其它活载:1.50荷载准永久值系数:顶板活荷载:0.40地面堆积荷载:0.50地下水压:1.00温(湿)度作用:1.00活载调整系数:其它活载:1.00壁面温差:-10.0℃温差弯矩折减系数:0.65混凝土线膨胀系数:0.0000101.3混凝土与土信息土天然重度:18.00kN/m3土饱和重度:20.00kN/m3土内摩擦角ψ:30.0度地基承载力特征值fak=120.00kPa基础宽度和埋深的地基承载力修正系数ηb=1.00、ηd=1.00混凝土等级:C30纵筋级别:HRB400混凝土重度:25.00kN/m3配筋调整系数:1.20纵筋保护层厚度:位置顶板(mm)池壁(mm)底板(mm)上侧(内侧)10355下侧(外侧)103552计算内容（1）荷载标准值计算（2）抗浮验算（3）地基承载力计算（4）内力及配筋计算（5）抗裂度、裂缝计算（6）混凝土工程量计算3荷载标准值计算顶板:恒荷载:顶板自重:1.25kN/m2覆土自重:236.30kN/m2活荷载:地面活荷载:10.00kN/m2地下水作用:128.30kN/m2底板:恒荷载:顶板自重+池壁自重:8.31kN/m2覆土自重:236.30kN/m2活荷载:地面活荷载:10.00kN/m2地下水作用:128.30kN/m2池壁:恒荷载:池外侧土压力(池顶):78.93kN/m2池外侧土压力(池底):82.60kN/m2活荷载:池外水压力(池顶):128.80kN/m2池外水压力(池底):139.80kN/m2温差作用:-31.20kN.m/m地面活荷载:3.33kN/m24地基承载力验算:计算基础底面的压力：池壁内壁圆面积:Aic=πR2=3.14×2.5002=19.63m2池壁外壁圆面积:At=π(R＋t)2=3.14×(2.500＋0.40)2=26.42m2顶板自重Gt=γc×At×t1=25.00×26.42×0.05=33.03kN池壁自重Gs=γc×As×H=25.00×6.79×1.100=186.61kN底板自重Gb=γc×Ab×t2=25.00×26.42×0.05=33.03kN水池自重Gp=Gt＋Gs＋Gb=33.03＋186.61＋33.03=252.66kN覆土重Gc=psv×At=236.30×26.42=6243.23kN池内水自重Gw=pw×Aic=0.00×19.63=0.00kN地面活荷载Gq=qm×At=10.00×26.42=264.21kN地下水荷载Giw=3389.79kN基础底面的压力pk=(Gp＋Gw＋Gc＋Gq＋Giw)/Ab=10149.89/26.42=384.16kPa基础宽度大于3m或埋置深度大于0.5m，需修正承载力特征值计算地基承载力特征值修正值：fa=fak＋ηbγ(b-3)＋ηdγm(d-0.5)水池底板底下的土的重度γ=γ饱和－γ水=20.00-10.00=10.00kN/m3水池底板底以上土的加权平均重度γm=[γ土×Hw＋(γ饱和－γ水)×(Hb－Hw)]／Hb=[18.00×6.000＋(20.00－10.00)×(20.030－6.000)]／20.030=12.40kN/m3fa=120.00＋1.00×10.00×(5.800－3)＋1.00×12.40×(20.030－0.5)=390.10kPapk=384.16kPa<fa=390.10kPa地基承载力满足5抗浮验算:水池自重Gp=252.66kN覆土重Gc=6243.23kN地下水作用荷载Giw=3389.79kN总自重W=Gp＋Gc＋Giw=9885.68kN池体浸入水中高度h=14.03m水池底面积Ab=26.42m2浮托力折减系数ηfw=1.00总浮力F=ηfwγ水hAb=1.00×10.00×14.03×26.42=3706.84kNW/F=2.67>Kf=1.05,抗浮验算满足。6内力及配筋计算:(轴力:kN弯矩:kN.m面积:mm2配筋面积:mm2/m)池壁:弯矩外侧受拉为正，轴力受拉为正顶板:下侧受拉为正,底板:上侧受拉为正按《给水排水工程结构设计手册》静力计算查表池壁的约束条件:上端自由,下端固定池壁内力计算查表系数H2/dt=1.1002/5.400×0.40=0.56荷载组合:（1）闭水试验：池内有水，池外无土（2）使用时池内无水：池内无水，池外有土闭水试验：基本组合:1.50×温度作用标准组合:1.00×温度作用准永久组合:1.00×温度作用设计值/标准值/准永久值位置竖向弯矩环向弯矩环向轴力0.00H0.00/0.00/0.0039.00/26.00/26.00389.69/259.79/259.790.10H0.81/0.54/0.5439.14/26.09/26.09296.61/197.74/197.740.20H2.94/1.96/1.9639.49/26.33/26.33218.63/145.75/145.750.30H6.07/4.05/4.0540.01/26.67/26.67154.90/103.27/103.270.40H9.90/6.60/6.6040.65/27.10/27.10104.40/69.60/69.600.50H14.20/9.47/9.4741.37/27.58/27.5865.86/43.91/43.910.60H18.79/12.53/12.5342.13/28.09/28.0937.88/25.25/25.250.70H23.56/15.71/15.7142.93/28.62/28.6218.83/12.55/12.550.75H25.96/17.31/17.3143.33/28.88/28.8812.21/8.14/8.140.80H28.42/18.94/18.9443.74/29.16/29.167.30/4.86/4.860.85H30.86/20.57/20.5744.14/29.43/29.433.74/2.49/2.490.90H33.28/22.18/22.1844.55/29.70/29.701.52/1.01/1.010.95H35.73/23.82/23.8244.95/29.97/29.970.40/0.27/0.271.00H38.17/25.45/25.4545.36/30.24/30.240.00/0.00/0.00使用时池内无水：基本组合:1.30×池外土作用＋1.50×地下水作用＋0.90×1.50×(温度作用＋地面活荷载)标准组合:1.00×池外土作用＋1.00×地下水作用＋0.90×1.00×(温度作用＋地面活荷载)准永久组合:1.00×池外土作用＋1.00×地下水作用＋1.00×温度作用＋0.50×地面活荷载设计值/标准值/准永久值位置竖向弯矩环向弯矩环向轴力0.00H-0.00/-0.00/-0.0035.10/23.40/26.00-673.47/-472.44/-469.500.10H1.09/0.74/0.7935.28/23.52/26.13-587.32/-412.00/-409.440.20H4.36/2.97/3.1535.83/23.89/26.53-501.82/-352.02/-349.830.30H10.06/6.87/7.2636.78/24.55/27.21-416.21/-291.96/-290.150.40H18.21/12.47/13.0838.13/25.48/28.18-332.30/-233.10/-231.650.50H29.01/19.91/20.7939.94/26.72/29.46-251.41/-176.35/-175.260.60H43.52/29.93/31.0742.35/28.39/31.18-175.35/-123.00/-122.230.70H59.56/41.04/42.4545.03/30.24/33.07-107.61/-75.48/-75.010.75H69.24/