圆形水池设计(检查井10米)

圆形水池设计(检查井10米)项目名称构件编号日期设计校对审核执行规范:《混凝土结构设计规范》(GB50010-2010),本文简称《混凝土规范》《建筑地基基础设计规范》(GB50007-2011),本文简称《地基规范》《建筑结构荷载规范》(GB50009-2012),本文简称《荷载规范》《给水排水工程构筑物结构设计规范》(GB50069-2002),本文简称《给排水结构规范》《给水排水工程钢筋混凝土水池结构设计规程》(CECS138-2002),本文简称《水池结构规程》钢筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;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1.10水池的几何尺寸如下图所示:1.2荷载信息顶板活荷载:30.00kN/m2地面活荷载:20.00kN/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℃温差内力折减系数:0.65混凝土线膨胀系数:0.000010不考虑温度材料强度折减1.3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)353535下侧(外侧)3535402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:6.25kN/m2覆土自重:31.50kN/m2活荷载:顶板活荷载:30.00kN/m2地面活荷载:20.00kN/m2底板:恒荷载:顶板自重+池壁自重:58.37kN/m2覆土自重:86.83kN/m2活荷载:顶板活荷载:20.60kN/m2地面活荷载:20.00kN/m2地下水作用:3.13kN/m2池壁:恒荷载:池内水压力:50.00kN/m2池外侧土压力(池顶):12.00kN/m2池外侧土压力(地下水位处):66.00kN/m2池外侧土压力(池底):69.33kN/m2活荷载:池外水压力(池底):10.00kN/m2温差作用:12.19kN.m/m地面活荷载:6.67kN/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=3.14×1.2002=4.52m2池壁外壁圆面积:At=π(R＋t)2=3.14×(1.200＋0.25)2=6.61m2顶板自重Gt=γc×At×t1=25.00×6.61×0.25=41.28kN池壁自重Gs=γc×As×H=25.00×2.08×10.000=520.33kN底板自重Gb=γc×Ab×t2=25.00×9.62×0.40=96.21kN水池自重Gp=Gt＋Gs＋Gb=41.28＋520.33＋96.21=657.82kN覆土重Gc=psv×At=31.50×6.61=208.06kN挑出部分覆土重Gexs=γ土×(Ab－At)×Hw＋(γ饱和－γ水)×(Ab－At)×(Hb－Hw－t2)=18.00×(9.62－6.61)×11.000＋(20.00－10.00)×(9.62－6.61)×(12.400-11.000-0.40)=627.31kN池内水自重Gw=pw×Aic=50.00×4.52=226.19kN顶板活荷载Gq=qk×At=30.00×6.61=198.16kN地面活荷载Gq=qm×At=20.00×6.61=132.10kN外挑部分活荷载Gqm=qm×(Ab-At)=20.00×(9.62-6.61)=60.32kN地下水荷载Giw=30.16kN基础底面的压力pk=(Gp＋Gw＋Gc＋Gexs＋Gq＋Gqm＋Giw)/Ab=2140.13/9.62=222.44kPa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=[18.00×11.000＋(20.00－10.00)×(12.400－11.000)]／12.400=17.10kN/m3fa=120.00＋1.00×10.00×(3.500－3)＋1.00×17.10×(12.400－0.5)=328.45kPapk=222.44kPa<fa=328.45kPa地基承载力满足5抗浮验算:水池自重Gp=657.82kN覆土重Gc=208.06kN挑出部分的覆土重Gexs=627.31kN地下水作用荷载Giw=30.16kN总自重W=Gp＋Gc＋Gexs＋Giw=1523.36kN池体浸入水中高度h=1.40m水池底面积Ab=9.62m2浮托力折减系数ηfw=1.00总浮力F=ηfwγ水hAb=1.00×10.00×1.40×9.62=134.70kNW/F=11.31>Kf=1.10,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=10.0002/2.650×0.25=150.94≥56,按56查表。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（3）正常使用：池内有水，池外有土闭水试验：基本组合:1.30×池内水作用＋1.50×温度作用标准组合:1.00×池内水作用＋1.00×温度作用准永久组合:1.00×池内水作用＋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0.00H0.00/0.00/0.0015.23/10.16/10.16249.79/166.53/166.530.10H12.92/8.62/8.6217.39/11.59/11.5958.48/39.87/39.870.20H18.92/12.61/12.6118.39/12.26/12.26-3.18/-0.35/-0.350.30H18.68/12.46/12.4618.35/12.23/12.2327.08/20.70/20.700.40H18.28/12.19/12.1918.28/12.19/12.1935.84/27.43/27.430.50H18.28/12.19/12.1918.28/12.19/12.1942.98/33.06/33.060.60H18.28/12.19/12.1918.28/12.19/12.1951.68/39.75/39.750.70H18.28/12.19/12.1918.28/12.19/12.1962.10/47.77/47.770.75H18.28/12.19/12.1918.28/12.19/12.1967.95/52.27/52.270.80H19.58/13.19/13.1918.50/12.35/12.3572.09/55.45/55.450.85H20.88/14.19/14.1918.71/12.52/12.5269.68/53.60/53.600.90H21.53/14.69/14.6918.82/12.60/12.6053.83/41.41/41.410.95H17.63/11.69/11.6918.17/12.10/12.1023.08/17.76/17.761.00H2.68/0.19/0.1915.68/10.19/10.190.00/0.00/0.00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/-0.0013.71/9.14/10.16192.22/126.03/146.210.10H11.63/7.75/8.6215.65/10.43/11.590.43/-2.85/4.010.20H17.03/11.35/12.6116.55/11.03/12.26-74.68/-53.93/-51.760.30H16.82/11.21/12.4616.51/11.01/12.23-67.07/-49.87/-46.250.40H16.45/10.97/12.1916.45/10.97/12.19-78.80/-58.70/-55.080.50H16.45/10.97/12.1916.45/10.97/12.19-91.79/-68.37/-64.840.60H16.45/10.97/12.1916.45/10.97/12.19-103.77/-77.38/-73.850.70H16.45/10.97/12.1916.45/10.97/12.19-119.17/-88.94/-85.290.75H16.21/10.79/12.0316.41/10.94/12.16-127.50/-95.20/-91.520.80H14.17/9.26/10.5316.07/10.68/11.91-133.03/-99.36/-95.700.85H11.89/7.56/8.8815.69/10.40/11.64-126.97/-94.86/-91.500.90H10.75/6.70/8.0515.50/10.26/11.50-97.19/-72.62/-70.120.95H17.84/12.00/13.1716.68/11.14/12.35-41.41/-30.95/-29.901.00H44.34/31.81/32.3321.10/14.44/15.55-0.00/-0.00/-0.00正常使用：基本组合:1.30×池内水作用＋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×池内水作用＋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×池内水作用＋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0.00H0.00/0.00/0.0013.71/9.14/10.16192.22/126.03/146.210.10H11.63/7.75/8.6215.65/10.43/11.599.04/3.78/10.630.20H17.03/11.35/12.6116.55/11.03/12.26-57.46/-40.68/-38.510.30H16.82/11.21/12.4616.51/11.01/12.23-41.23/-29.99/-26.380.40H16.45/10.97/12.1916.45/10.97/12.19-44.35/-32.20/-28.580.50H16.45/10.97/12.1916.45/10.97/12.19-48.82/-35.31/-31.780.60H16.45/10.97/12.1916.45/10.97/12.19-52.10/-37.63/-34.100.70H16.45/10.97/12.1916.45/10.97/12.19-57.08/-41.17/-37.530.75H16.21/10.79/12.0316.41/10.94/12.16-59.55/-42.92/-39.250.80H15.47/10.26/11.5316.29/10.85/12.08-60.94/-43.91/-40.250.85H14.49/9.56/10.8816.13/10.73/11.97-57.30/-41.26/-37.900.90H14.00/9.20/10.5516.04/10.67/11.92-43.36/-31.22/-28.720.95H17.19/11.50/12.6716.58/11.06/12.27-18.33/-13.19/-12.151.00H28.74/19.81/20.3318.50/12.44/13.550.00/0.00/0.00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@180628.30.18---竖向外侧608.7E14@200769.70.18---环向内侧500.0E12@180628.30.111.19环向外侧611.4E14@200769.70.111.19池壁的竖向最大裂缝宽度:0.18<=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:0.11<=0.20裂缝满足要求顶板内力计算方法:按《水池结构规程》6.2.4或6.2.5计算顶板的计算半径:R=1.325m顶板的约束条件:周边固定荷载组合:基本组合:1.30×自重＋1.30×覆土自重＋0.90×(1.50×顶板活荷载＋1.50×地面活荷载)S=1.30×6.25＋1.30×31.50＋0.90×(1.50×30.00＋1.50×20.00)=116.57kN/m2准永久组合:自重＋覆土自重＋0.40×顶板活荷载＋0.50×地面活荷载S=6.25＋31.50＋0.40×30.00＋0.50×20.00=59.75kN/m2顶板配筋及裂缝验算:位置设计值/准永久值计算As配筋实际As裂缝宽度径向板中14.92/7.65500.0E12@180628.30.05径向板边-25.58/-13.11500.0E12@180628.30.09环向板中14.92/7.65500.0E12@180628.30.05环向板边-4.26/-2.19500.0E12@180628.30.02底板内力计算方法:按《水池结构规程》6.2.4或6.2.5计算底板的计算半径:R=1.325m底板的约束条件:周边固定荷载组合：使用时池内无水：基本组合:1.30×自重＋1.30×覆土自重＋1.50×地下水压力＋0.90×(1.50×顶板活荷载＋1.50×地面活荷载)S=1.30×58.37＋1.30×86.83＋1.50×3.13＋0.90×(1.50×20.60＋1.50×20.00)=248.27kN/m2准永久组合:自重＋覆土自重＋1.00×地下水压力＋0.40×顶板活荷载＋0.50×地面活荷载S=58.37＋86.83＋1.00×3.13＋0.40×20.60＋0.50×20.00=166.57kN/m2底板配筋及裂缝验算:位置设计值/准永久值计算As配筋实际As裂缝宽度径向板中上31.78/21.32800.0E14@160962.10.07径向板中下0.00/0.00800.0E14@160962.10.00径向板边上0.00/0.00800.0E14@160