检查井计算(直径1.2m)

圆形水池设计(YSC0001)项目名称构件编号日期设计校对审核执行规范:《混凝土结构通用规范》(GB55008-2021),本文简称《混凝土通用规范》《混凝土结构设计规范》(GB50010-2010(2015年版)),本文简称《混凝土规范》《建筑与市政地基基础通用规范》(GB55003-2021),本文简称《地基通用规范》《建筑地基基础设计规范》(GB50007-2011),本文简称《地基规范》《工程结构通用规范》(GB55001-2021)《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:1.50kN/m2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:C35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)202020下侧(外侧)2020202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荷载标准值计算参数说明:γc、γw、γ土、γ饱和、γ水——混凝土、池内水、自然土、饱和土、水的重度H、R、t、t1、t2、Le——池壁净高、水池内圆半径、池壁厚、顶板厚、底板厚、底板外挑长度As、At、Ab——池壁面积、顶板面积、底板面积Hb、Hw——基底到地面的距离、地下水到地面的距离顶板恒荷载:顶板自重pk=γc×t1=25.00×0.20=5.00kN/m2覆土荷载psv=γ土×(Hb－H－t1－t2)=18.00×(3.400－3.000－0.20－0.18)=0.36kN/m2活荷载:顶板活荷载qk=1.50kN/m2地面活荷载qm=10.00kN/m2底板:底板面积Ab=π(R＋t＋Le)2=3.14×(0.600＋0.18＋0.00)2=1.91m2池壁面积As=π((R＋t)2－R2)=3.14×((0.600＋0.18)2－0.6002)=0.78m2顶板面积At=π(R＋t)2=3.14×(0.600＋0.18)2=1.91m2池壁外圆面积At=1.91m2恒荷载:(顶板自重+池壁自重)pk=(γc×t1×At＋γc×H×As)/Ab=(25.00×0.20×1.91＋25.00×3.000×0.78)/1.91=35.62kN/m2顶板覆土psv=psv顶板×At/Ab=0.36×1.91/1.91=0.36kN/m2活荷载:顶板活荷载qk=(q×At)/Ab=(1.50×1.91)/1.91=1.50kN/m2地面活荷载qm=10.00kN/m2池壁主动土压力系数Ka=tg2(45-ψ/2)=0.33恒荷载:池内水作用pw=γw×hw=10.00×2.500=25.00kN/m2池外土作用(池顶)pep_t=γ土×(Hb－H－t2)×Ka=18.00×(3.400－3.000－0.18)×0.33=1.32kN/m2池外土作用(地下水位处)pep_w=γ土×Hw×Ka=18.00×1.000×0.33=6.00kN/m2池外土作用(池底)pep_b=pep_w＋(γ饱和－γ水)×(Hb－Hw－t2)×Ka=6.00＋(20.00－10.00)×(3.400－1.000－0.18)×0.33=13.40kN/m2活荷载:温度作用Mtk=0.65×0.1×Ec×t2×△t×αc=0.65×0.1×31500000.00×0.182×(10.00)×0.00001=6.63kN.m/m地面活荷载qm=q×Ka=10.00×0.33=3.33kN/m2地下水作用pgw=γ水×(Hb－Hw－t2)=10.00×(3.400－1.000－0.18)=22.20kN/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=3.14×0.6002=1.13m2池壁外壁圆面积:At=π(R＋t)2=3.14×(0.600＋0.18)2=1.91m2顶板自重Gt=γc×At×t1=25.00×1.91×0.20=9.56kN池壁自重Gs=γc×As×H=25.00×0.78×3.000=58.53kN底板自重Gb=γc×Ab×t2=25.00×1.91×0.18=8.60kN水池自重Gp=Gt＋Gs＋Gb=9.56＋58.53＋8.60=76.69kN覆土重Gc=psv×At=0.36×1.91=0.69kN池内水自重Gw=pw×Aic=25.00×1.13=28.27kN顶板活荷载Gq=qk×At=1.50×1.91=2.87kN地面活荷载Gq=qm×At=10.00×1.91=19.11kN基础底面的压力pk=(Gp＋Gw＋Gc＋Gq)/Ab=127.63/1.91=66.77kPa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=[18.00×1.000＋(20.00－10.00)×(3.400－1.000)]／3.400=12.35kN/m3fa=120.00＋1.00×12.35×(3.400－0.5)=155.82kPapk=66.77kPa<fa=155.82kPa地基承载力满足5抗浮验算:水池自重Gp=76.69kN覆土重Gc=0.69kN总自重W=Gp＋Gc=77.37kN池体浸入水中高度h=2.40m水池底面积Ab=1.91m2浮托力折减系数ηfw=1.00总浮力F=ηfwγ水hAb=1.00×10.00×2.40×1.91=45.87kNW/F=1.69>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:上端简支,下端固定池壁内力计算查表系数H2/dt=3.0002/1.380×0.18=36.23单工况作用下内力池内水作用:位置竖向弯矩环向弯矩环向轴力0.00H0.000.000.000.10H0.000.001.730.20H0.000.003.450.30H0.000.005.170.40H0.000.006.870.50H0.000.008.630.60H0.000.0010.590.70H0.030.0112.770.75H0.070.0113.560.80H0.130.0213.530.85H0.190.0312.000.90H0.150.028.370.95H-0.13-0.023.231.00H-0.83-0.140.00地下水作用:位置竖向弯矩环向弯矩环向轴力0.00H-0.00-0.00-0.000.10H-0.00-0.00-1.530.20H-0.00-0.00-3.060.30H-0.00-0.00-4.590.40H-0.00-0.00-6.100.50H-0.00-0.00-7.670.60H-0.00-0.00-9.410.70H-0.03-0.00-11.340.75H-0.06-0.01-12.050.80H-0.12-0.02-12.020.85H-0.17-0.03-10.650.90H-0.13-0.02-7.430.95H0.120.02-2.871.00H0.730.12-0.00侧向土作用:位置竖向弯矩环向弯矩环向轴力0.00H-0.00-0.00-0.000.10H-0.01-0.00-1.610.20H-0.00-0.00-2.640.30H-0.00-0.00-3.440.40H0.000.00-4.240.50H0.000.00-5.080.60H-0.00-0.00-6.040.70H-0.02-0.00-7.120.75H-0.04-0.01-7.500.80H-0.07-0.01-7.430.85H-0.10-0.02-6.550.90H-0.08-0.01-4.550.95H0.070.01-1.761.00H0.450.07-0.00温差作用:位置竖向弯矩环向弯矩环向轴力0.00H-0.005.53-0.000.10H5.666.47-37.080.20H7.066.70-10.970.30H6.876.670.700.40H6.666.641.410.50H6.616.630.200.60H6.626.63-0.040.70H6.636.63-0.030.75H6.636.63-0.000.80H6.636.63-0.000.85H6.636.63-0.000.90H6.636.63-0.000.95H6.636.63-0.001.00H6.636.63-0.00地面活荷载:位置竖向弯矩环向弯矩环向轴力0.00H-0.00-0.00-0.000.10H-0.04-0.01-1.960.20H-0.01-0.00-2.450.30H-0.00-0.00-2.380.40H0.000.00-2.310.50H0.000.00-2.290.60H-0.00-0.00-2.330.70H-0.00-0.00-2.400.75H-0.01-0.00-2.380.80H-0.02-0.00-2.250.85H-0.03-0.00-1.910.90H-0.02-0.00-1.290.95H0.030.00-0.491.00H0.120.02-0.00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0.00H0.00/0.00/0.008.29/5.53/5.530.00/0.00/0.000.10H8.48/5.66/5.669.71/6.47/6.47-53.38/-35.36/-35.360.20H10.59/7.06/7.0610.06/6.70/6.70-11.98/-7.52/-7.520.30H10.30/6.87/6.8710.01/6.67/6.677.77/5.87/5.870.40H9.99/6.66/6.669.96/6.64/6.6411.04/8.28/8.280.50H9.92/6.61/6.619.95/6.63/6.6311.52/8.83/8.830.60H9.94/6.62/6.629.95/6.63/6.6313.71/10.56/10.560.70H9.99/6.66/6.669.96/6.64/6.6416.55/12.74/12.740.75H10.03/6.70/6.709.96/6.64/6.6417.63/13.56/13.560.80H10.12/6.77/6.779.98/6.66/6.6617.60/13.53/13.530.85H10.20/6.82/6.829.99/6.67/6.6715.59/12.00/12.000.90H10.14/6.78/6.789.98/6.66/6.6610.88/8.37/8.370.95H9.78/6.50/6.509.92/6.61/6.614.21/3.23/3.231.00H8.88/5.81/5.819.77/6.50/6.500.00/0.00/0.00池壁配筋:闭水试验竖向配筋及裂缝验算:竖向弯矩按基本组合进行承载力计算，按准永久组合进行裂缝验算位置设计值/准永久值计算As(内/外)配筋(内/外)实际As(内/外)裂缝宽度0.00H0.00/0.00360.0/360.0E10@180/E10@180436.3/436.30.000.10H8.48/5.66360.0/360.0E10@180/E10@180436.3/436.30.060.20H10.59/7.06360.0/360.0E10@180/E10@180436.3/436.30.080.30H10.30/6.87360.0/360.0E10@180/E10@180436.3/436.30.080.40H9.99/6.66360.0/360.0E10@180/E10@180436.3/436.30.070.50H9.92/6.61360.0/360.0E10@180/E10@180436.3/436.30.070.60H9.94/6.62360.0/360.0E10@180/E10@180436.3/436.30.070.70H9.99/6.66360.0/360.0E10@180/E10@180436.3/436.30.070.75H10.03/6.70360.0/360.0E10@180/E10@180436.3/436.30.070.80H10.12/6.77360.0/360.0E10@180/E10@180436.3/436.30.070.85H10.20/6.82360.0/360.0E10@180/E10@180436.3/436.30.080.90H10.14/6.78360.0/360.0E10@180/E10@180436.3/436.30.070.95H9.78/6.50360.0/360.0E10@180/E10@180436.3/436.30.071.00H8.88/5.81360.0/360.0E10@180/E10@180436.3/436.30.06环向配筋及抗裂度验算:轴心受拉或小偏心受拉按标准组合进行抗裂度验算,受弯和大偏心受拉按准永久组合进行裂缝验算位置计算As(内/外)配筋(内/外)实际As(内/外)抗裂度裂缝宽度0.00H360.0/360.0E10@180/E10@180436.3/436.3---0.060.10H360.0/360.0E10@180/E10@180436.3/436.3---0.060.20H360.0/360.0E10@180/E10@180436.3/436.3---0.080.30H360.0/360.0E10@180/E10@180436.3/436.3---0.080.40H360.0/360.0E10@180/E10@180436.3/436.3---0.080.50H360.0/360.0E10@180/E10@180436.3/436.3---0.080.60H360.0/360.0E10@180/E10@180436.3/436.3---0.090.70H360.0/360.0E10@180/E10@180436.3/436.3---0.090.75H360.0/360.0E10@180/E10@180436.3/436.3---0.090.80H360.0/360.0E10@180/E10@180436.3/436.3---0.090.85H360.0/360.0E10@180/E10@180436.3/436.3---0.090.90H360.0/360.0E10@180/E10@180436.3/436.3---0.080.95H360.0/360.0E10@180/E10@180436.3/436.3---0.081.00H360.0/360.0E10@180/E10@180436.3/436.3---0.07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/-0.007.46/4.98/5.53-0.00/-0.00/-0.000.10H7.57/5.04/5.628.72/5.82/6.47-57.10/-38.28/-41.210.20H9.51/6.34/7.059.05/6.03/6.70-26.14/-17.78/-17.900.30H9.27/6.18/6.879.01/6.01/6.67-13.62/-9.54/-8.510.40H8.99/5.99/6.668.96/5.97/6.64-15.88/-11.15/-10.090.50H8.93/5.95/6.628.95/5.97/6.63-20.93/-14.63/-13.690.60H8.94/5.96/6.628.95/5.97/6.63-25.17/-17.58/-16.650.70H8.88/5.92/6.588.94/5.96/6.63-29.55/-20.65/-19.700.75H8.80/5.86/6.538.93/5.95/6.62-31.02/-21.68/-20.730.80H8.66/5.76/6.438.91/5.94/6.60-30.72/-21.47/-20.570.85H8.54/5.68/6.358.89/5.92/6.59-27.07/-18.92/-18.160.90H8.64/5.75/6.428.90/5.93/6.60-18.80/-13.14/-12.620.95H9.27/6.19/6.849.01/6.01/6.67-7.25/-5.06/-4.871.00H10.81/7.26/7.889.26/6.19/6.84-0.00/-0.00/-0.00池壁配筋:使用时池内无水竖向配筋及裂缝验算:竖向弯矩按基本组合进行承载力计算，按准永久组合进行裂缝验算位置设计值/准永久值计算As(内/外)配筋(内/外)实际As(内/外)裂缝宽度0.00H-0.00/-0.00360.0/360.0E10@180/E10@180436.3/436.30.000.10H7.57/5.62360.0/360.0E10@180/E10@180436.3/436.30.060.20H9.51/7.05360.0/360.0E10@180/E10@180436.3/436.30.080.30H9.27/6.87360.0/360.0E10@180/E10@180436.3/436.30.080.40H8.99/6.66360.0/360.0E10@180/E10@180436.3/436.30.070.50H8.93/6.62360.0/360.0E10@180/E10@180436.3/436.30.070.60H8.94/6.62360.0/360.0E10@180/E10@180436.3/436.30.070.70H8.88/6.58360.0/360.0E10@180/E10@180436.3/436.30.070.75H8.80/6.53360.0/360.0E10@180/E10@180436.3/436.30.070.80H8.66/6.43360.0/360.0E10@180/E10@180436.3/436.30.070.85H8.54/6.35360.0/360.0E10@180/E10@180436.3/436.30.070.90H8.64/6.42360.0/360.0E10@180/E10@180436.3/436.30.070.95H9.27/6.84360.0/360.0E10@180/E10@180436.3/436.30.081.00H10.81/7.88360.0/360.0E10@180/E10@180436.3/436.30.09环向配筋及抗裂度验算:轴心受拉或小偏心受拉按标准组合进行抗裂度验算,受弯和大偏心受拉按准永久组合进行裂缝验算位置计算As(内/外)配筋(内/外)实际As(内/外)抗裂度裂缝宽度0.00H360.0/360.0E10@180/E10@180436.3/436.3---0.060.10H360.0/360.0E10@180/E10@180436.3/436.3---0.050.20H360.0/360.0E10@180/E10@180436.3/436.3---0.070.30H360.0/360.0E10@180/E10@180436.3/436.3---0.080.40H360.0/360.0E10@180/E10@180436.3/436.3---0.070.50H360.0/360.0E10@180/E10@180436.3/436.3---0.070.60H360.0/360.0E10@180/E10@180436.3/436.3---0.070.70H360.0/360.0E10@180/E10@180436.3/436.3---0.070.75H360.0/360.0E10@180/E10@180436.3/436.3---0.070.80H360.0/360.0E10@180/E10@180436.3/436.3---0.070.85H360.0/360.0E10@180/E10@180436.3/436.3---0.070.90H360.0/360.0E10@180/E10@180436.3/436.3---0.070.95H360.0/360.0E10@180/E10@180436.3/436.3---0.081.00H360.0/360.0E10@180/E10@180436.3/436.3---0.08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0.00H0.00/0.00/0.007.46/4.98/5.530.00/0.00/0.000.10H7.57/5.04/5.628.72/5.82/6.47-54.86/-36.56/-39.480.20H9.51/6.34/7.059.05/6.03/6.70-21.66/-14.33/-14.450.30H9.27/6.18/6.879.01/6.01/6.67-6.90/-4.37/-3.350.40H8.99/5.99/6.668.96/5.97/6.64-6.94/-4.28/-3.210.50H8.93/5.95/6.628.95/5.97/6.63-9.71/-6.00/-5.060.60H8.94/5.96/6.628.95/5.97/6.63-11.39/-6.99/-6.060.70H8.92/5.95/6.618.95/5.97/6.63-12.95/-7.88/-6.930.75H8.89/5.93/6.608.94/5.96/6.63-13.39/-8.12/-7.170.80H8.83/5.90/6.578.94/5.96/6.62-13.13/-7.94/-7.040.85H8.78/5.87/6.548.93/5.95/6.62-11.47/-6.92/-6.160.90H8.83/5.89/6.568.93/5.96/6.62-7.92/-4.77/-4.260.95H9.09/6.05/6.718.98/5.98/6.65-3.04/-1.83/-1.641.00H9.73/6.44/7.059.08/6.05/6.700.00/0.00/0.00池壁配筋:正常使用竖向配筋及裂缝验算:竖向弯矩按基本组合进行承载力计算，按准永久组合进行裂缝验算位置设计值/准永久值计算As(内/外)配筋(内/外)实际As(内/外)裂缝宽度0.00H0.00/0.00360.0/360.0E10@180/E10@180436.3/436.30.000.10H7.57/5.62360.0/360.0E10@180/E10@180436.3/436.30.060.20H9.51/7.05360.0/360.0E10@180/E10@180436.3/436.30.080.30H9.27/6.87360.0/360.0E10@180/E10@180436.3/436.30.080.40H8.99/6.66360.0/360.0E10@180/E10@180436.3/436.30.070.50H8.93/6.62360.0/360.0E10@180/E10@180436.3/436.30.070.60H8.94/6.62360.0/360.0E10@180/E10@180436.3/436.30.070.70H8.92/6.61360.0/360.0E10@180/E10@180436.3/436.30.070.75H8.89/6.60360.0/360.0E10@180/E10@180436.3/436.30.070.80H8.83/6.57360.0/360.0E10@180/E10@180436.3/436.30.070.85H8.78/6.54360.0/360.0E10@180/E10@180436.3/436.30.070.90H8.83/6.56360.0/360.0E10@180/E10@180436.3/436.30.070.95H9.09/6.71360.0/360.0E10@180/E10@180436.3/436.30.071.00H9.73/7.05360.0/360.0E10@180/E10@180436.3/436.30.08环向配筋及抗裂度验算:轴心受拉或小偏心受拉按标准组合进行抗裂度验算,受弯和大偏心受拉按准永久组合进行裂缝验算位置计算As(内/外)配筋(内/外)实际As(内/外)抗裂度裂缝宽度0.00H360.0/360.0E10@180/E10@180436.3/436.3---0.060.10H360.0/360.0E10@180/E10@180436.3/436.3---0.060.20H360.0/360.0E10@180/E10@180436.3/436.3---0.070.30H360.0/360.0E10@180/E10@180436.3/436.3---0.080.40H360.0/360.0E10@180/E10@180436.3/436.3---0.080.50H360.0/360.0E10@180/E10@180436.3/436.3---0.080.60H360.0/360.0E10@180/E10@180436.3/436.3---0.080.70H360.0/360.0E10@180/E10@180436.3/436.3---0.080.75H360.0/360.0E10@180/E10@180436.3/436.3---0.080.80H360.0/360.0E10@180/E10@180436.3/436.3---0.080.85H360.0/360.0E10@180/E10@180436.3/436.3---0.080.90H360.0/360.0E10@180/E10@180436.3/436.3---0.080.95H360.0/360.0E10@180/E10@180436.3/436.3---0.081.00H360.0/360.0E10@180/E10@180436.3/436.3---0.07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360.0E10@180436.30.09---竖向外侧360.0E10@180436.30.09---环向内侧360.0E10@180436.30.09---环向外侧360.0E10@180436.30.09---池壁的竖向最大裂缝宽度:0.09<=0.20裂缝满足要求池壁的环向最大裂缝宽度:0.09<=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=0.690m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=1.30×5.00＋1.30×0.36＋0.90×(1.50×1.50＋1.50×10.00)=22.49kN/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=5.00＋0.36＋0.40×1.50＋0.50×10.00=10.96kN/m2设计值/准永久值位置径向弯矩环向弯矩0.00R0.78/0.380.78/0.380.10R0.76/0.370.77/0.380.20R0.70/0.340.74/0.360.30R0.59/0.290.69/0.340.40R0.44/0.220.62/0.300.50R0.25/0.120.53/0.260.60R0.02/0.010.42/0.200.70R-0.26/-0.130.29/0.140.80R-0.58/-0.280.14/0.070.90R-0.94/-0.46-0.03/-0.021.00R-1.34/-0.65-0.22/-0.11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0.78/0.38400.0E10@160490.90.00径向板边-1.34/-0.65400.0E10@160490.90.01环向板中0.78/0.38400.0E10@160490.90.00环向板边-0.22/-0.11400.0E10@160490.90.00底板内力计算方法:按《水池结构规程》