检查井计算(直径1.0m)

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×(3.400－3.000－0.20－0.15)=0.90kN/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×(0.500＋0.15＋0.00)2=1.33m2池壁面积As=π((R＋t)2－R2)=3.14×((0.500＋0.15)2－0.5002)=0.54m2顶板面积At=π(R＋t)2=3.14×(0.500＋0.15)2=1.33m2池壁外圆面积At=1.33m2恒荷载:(顶板自重+池壁自重)pk=(γc×t1×At＋γc×H×As)/Ab=(25.00×0.20×1.33＋25.00×3.000×0.54)/1.33=35.62kN/m2顶板覆土psv=psv顶板×At/Ab=0.90×1.33/1.33=0.90kN/m2活荷载:顶板活荷载qk=(q×At)/Ab=(1.50×1.33)/1.33=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×(3.400－3.000－0.15)×0.33=1.50kN/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)×(3.400－1.000－0.15)×0.33=13.50kN/m2活荷载:温度作用Mtk=0.65×0.1×Ec×t2×△t×αc=0.65×0.1×31500000.00×0.152×(10.00)×0.00001=4.61kN.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×(3.400－1.000－0.15)=22.50kN/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=3.14×0.5002=0.79m2池壁外壁圆面积:At=π(R＋t)2=3.14×(0.500＋0.15)2=1.33m2顶板自重Gt=γc×At×t1=25.00×1.33×0.20=6.64kN池壁自重Gs=γc×As×H=25.00×0.54×3.000=40.64kN底板自重Gb=γc×Ab×t2=25.00×1.33×0.15=4.98kN水池自重Gp=Gt＋Gs＋Gb=6.64＋40.64＋4.98=52.26kN覆土重Gc=psv×At=0.90×1.33=1.19kN池内水自重Gw=pw×Aic=25.00×0.79=19.63kN顶板活荷载Gq=qk×At=1.50×1.33=1.99kN地面活荷载Gq=qm×At=10.00×1.33=13.27kN基础底面的压力pk=(Gp＋Gw＋Gc＋Gq)/Ab=88.35/1.33=66.56kPa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=66.56kPa<fa=155.82kPa地基承载力满足5抗浮验算:水池自重Gp=52.26kN覆土重Gc=1.19kN总自重W=Gp＋Gc=53.45kN池体浸入水中高度h=2.40m水池底面积Ab=1.33m2浮托力折减系数ηfw=1.00总浮力F=ηfwγ水hAb=1.00×10.00×2.40×1.33=31.86kNW/F=1.68>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=3.0002/1.150×0.15=52.17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0.00H0.000.000.000.10H0.000.001.440.20H0.000.002.880.30H0.000.004.310.40H0.000.005.750.50H0.000.007.100.60H0.000.008.650.70H0.000.0010.420.75H0.010.0011.370.80H0.060.0111.960.85H0.110.0211.380.90H0.120.028.640.95H-0.03-0.013.641.00H-0.58-0.100.00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-0.00-0.00-1.290.20H-0.00-0.00-2.590.30H-0.00-0.00-3.880.40H-0.00-0.00-5.170.50H-0.00-0.00-6.390.60H-0.00-0.00-7.780.70H-0.00-0.00-9.380.75H-0.01-0.00-10.230.80H-0.05-0.01-10.760.85H-0.10-0.02-10.240.90H-0.11-0.02-7.780.95H0.030.00-3.281.00H0.520.09-0.00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-0.01-0.00-1.500.20H-0.00-0.00-2.300.30H-0.00-0.00-2.940.40H-0.00-0.00-3.620.50H-0.00-0.00-4.270.60H-0.00-0.00-5.010.70H-0.00-0.00-5.890.75H-0.01-0.00-6.360.80H-0.03-0.01-6.650.85H-0.06-0.01-6.270.90H-0.07-0.01-4.740.95H0.020.00-1.991.00H0.320.05-0.00温差作用:位置竖向弯矩环向弯矩环向轴力0.00H-0.003.84-0.000.10H4.324.56-26.860.20H4.894.65-3.400.30H4.664.621.430.40H4.604.600.420.50H4.604.61-0.010.60H4.614.61-0.000.70H4.614.61-0.000.75H4.614.61-0.000.80H4.614.61-0.000.85H4.614.61-0.000.90H4.614.61-0.000.95H4.614.61-0.001.00H4.614.61-0.00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-0.02-0.00-1.800.20H-0.00-0.00-2.040.30H-0.00-0.00-1.940.40H-0.00-0.00-1.910.50H-0.00-0.00-1.910.60H-0.00-0.00-1.920.70H-0.00-0.00-1.970.75H-0.00-0.00-2.000.80H-0.01-0.00-2.020.85H-0.02-0.00-1.780.90H-0.02-0.00-1.310.95H0.010.00-0.531.00H0.090.01-0.00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0.00H0.00/0.00/0.005.76/3.84/3.840.00/0.00/0.000.10H6.48/4.32/4.326.84/4.56/4.56-38.42/-25.42/-25.420.20H7.34/4.89/4.896.98/4.65/4.65-1.36/-0.52/-0.520.30H6.99/4.66/4.666.92/4.62/4.627.75/5.74/5.740.40H6.89/4.60/4.606.91/4.60/4.608.11/6.17/6.170.50H6.90/4.60/4.606.91/4.61/4.619.20/7.08/7.080.60H6.91/4.61/4.616.91/4.61/4.6111.24/8.65/8.650.70H6.91/4.61/4.616.91/4.61/4.6113.55/10.42/10.420.75H6.92/4.62/4.626.91/4.61/4.6114.78/11.37/11.370.80H6.98/4.66/4.666.92/4.62/4.6215.54/11.96/11.960.85H7.06/4.72/4.726.93/4.63/4.6314.80/11.38/11.380.90H7.07/4.73/4.736.94/4.63/4.6311.23/8.64/8.640.95H6.87/4.57/4.576.90/4.60/4.604.73/3.64/3.641.00H6.15/4.02/4.026.78/4.51/4.510.00/0.00/0.00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0.00H0.00/0.00300.0/300.0E10@200/E10@200392.7/392.70.000.10H6.48/4.32300.0/300.0E10@200/E10@200392.7/392.70.060.20H7.34/4.89300.0/300.0E10@200/E10@200392.7/392.70.070.30H6.99/4.66300.0/300.0E10@200/E10@200392.7/392.70.070.40H6.89/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.50H6.90/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.60H6.91/4.61300.0/300.0E10@200/E10@200392.7/392.70.070.70H6.91/4.61300.0/300.0E10@200/E10@200392.7/392.70.070.75H6.92/4.62300.0/300.0E10@200/E10@200392.7/392.70.070.80H6.98/4.66300.0/300.0E10@200/E10@200392.7/392.70.070.85H7.06/4.72300.0/300.0E10@200/E10@200392.7/392.70.070.90H7.07/4.73300.0/300.0E10@200/E10@200392.7/392.70.070.95H6.87/4.57300.0/300.0E10@200/E10@200392.7/392.70.061.00H6.15/4.02300.0/300.0E10@200/E10@200392.7/392.70.06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0.00H300.0/300.0E10@200/E10@200392.7/392.7---0.050.10H300.0/300.0E10@200/E10@200392.7/392.7---0.060.20H300.0/300.0E10@200/E10@200392.7/392.7---0.070.30H300.0/300.0E10@200/E10@200392.7/392.7---0.080.40H300.0/300.0E10@200/E10@200392.7/392.7---0.080.50H300.0/300.0E10@200/E10@200392.7/392.7---0.080.60H300.0/300.0E10@200/E10@200392.7/392.7---0.080.70H300.0/300.0E10@200/E10@200392.7/392.7---0.080.75H300.0/300.0E10@200/E10@200392.7/392.7---0.080.80H300.0/300.0E10@200/E10@200392.7/392.7---0.080.85H300.0/300.0E10@200/E10@200392.7/392.7---0.080.90H300.0/300.0E10@200/E10@200392.7/392.7---0.080.95H300.0/300.0E10@200/E10@200392.7/392.7---0.071.00H300.0/300.0E10@200/E10@200392.7/392.7---0.06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/-0.005.18/3.46/3.84-0.00/-0.00/-0.000.10H5.79/3.86/4.306.15/4.10/4.56-42.57/-28.58/-30.550.20H6.60/4.40/4.896.28/4.19/4.65-14.20/-9.77/-9.300.30H6.29/4.20/4.666.23/4.15/4.62-10.34/-7.29/-6.370.40H6.20/4.14/4.606.22/4.14/4.60-14.48/-10.13/-9.330.50H6.21/4.14/4.606.22/4.15/4.61-17.73/-12.39/-11.630.60H6.22/4.15/4.616.22/4.15/4.61-20.78/-14.52/-13.750.70H6.22/4.15/4.616.22/4.15/4.61-24.37/-17.03/-16.250.75H6.19/4.13/4.596.21/4.14/4.60-26.31/-18.39/-17.590.80H6.09/4.06/4.526.20/4.13/4.59-27.51/-19.23/-18.420.85H5.97/3.97/4.446.18/4.12/4.58-25.92/-18.11/-17.400.90H5.94/3.95/4.426.17/4.11/4.58-19.59/-13.69/-13.170.95H6.30/4.20/4.666.23/4.16/4.62-8.21/-5.74/-5.531.00H7.54/5.07/5.496.44/4.30/4.75-0.00/-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/-0.00300.0/300.0E10@200/E10@200392.7/392.70.000.10H5.79/4.30300.0/300.0E10@200/E10@200392.7/392.70.060.20H6.60/4.89300.0/300.0E10@200/E10@200392.7/392.70.070.30H6.29/4.66300.0/300.0E10@200/E10@200392.7/392.70.070.40H6.20/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.50H6.21/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.60H6.22/4.61300.0/300.0E10@200/E10@200392.7/392.70.070.70H6.22/4.61300.0/300.0E10@200/E10@200392.7/392.70.070.75H6.19/4.59300.0/300.0E10@200/E10@200392.7/392.70.070.80H6.09/4.52300.0/300.0E10@200/E10@200392.7/392.70.060.85H5.97/4.44300.0/300.0E10@200/E10@200392.7/392.70.060.90H5.94/4.42300.0/300.0E10@200/E10@200392.7/392.70.060.95H6.30/4.66300.0/300.0E10@200/E10@200392.7/392.70.071.00H7.54/5.49300.0/300.0E10@200/E10@200392.7/392.70.08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0.00H300.0/300.0E10@200/E10@200392.7/392.7---0.050.10H300.0/300.0E10@200/E10@200392.7/392.7---0.050.20H300.0/300.0E10@200/E10@200392.7/392.7---0.070.30H300.0/300.0E10@200/E10@200392.7/392.7---0.070.40H300.0/300.0E10@200/E10@200392.7/392.7---0.070.50H300.0/300.0E10@200/E10@200392.7/392.7---0.060.60H300.0/300.0E10@200/E10@200392.7/392.7---0.060.70H300.0/300.0E10@200/E10@200392.7/392.7---0.060.75H300.0/300.0E10@200/E10@200392.7/392.7---0.060.80H300.0/300.0E10@200/E10@200392.7/392.7---0.060.85H300.0/300.0E10@200/E10@200392.7/392.7---0.060.90H300.0/300.0E10@200/E10@200392.7/392.7---0.060.95H300.0/300.0E10@200/E10@200392.7/392.7---0.071.00H300.0/300.0E10@200/E10@200392.7/392.7---0.07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0.00H0.00/0.00/0.005.18/3.46/3.840.00/0.00/0.000.10H5.79/3.86/4.306.15/4.10/4.56-40.70/-27.14/-29.110.20H6.60/4.40/4.896.28/4.19/4.65-10.46/-6.90/-6.420.30H6.29/4.20/4.666.23/4.15/4.62-4.73/-2.97/-2.050.40H6.20/4.14/4.606.22/4.14/4.60-7.00/-4.38/-3.580.50H6.21/4.14/4.606.22/4.15/4.61-8.50/-5.29/-4.530.60H6.22/4.15/4.616.22/4.15/4.61-9.54/-5.88/-5.110.70H6.22/4.15/4.616.22/4.15/4.61-10.83/-6.62/-5.830.75H6.21/4.14/4.606.22/4.14/4.61-11.53/-7.02/-6.220.80H6.17/4.11/4.586.21/4.14/4.60-11.97/-7.27/-6.460.85H6.11/4.08/4.556.20/4.14/4.60-11.12/-6.73/-6.020.90H6.10/4.08/4.546.20/4.13/4.60-8.35/-5.05/-4.530.95H6.26/4.17/4.636.23/4.15/4.61-3.48/-2.10/-1.891.00H6.78/4.49/4.916.31/4.20/4.660.00/0.00/0.00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0.00H0.00/0.00300.0/300.0E10@200/E10@200392.7/392.70.000.10H5.79/4.30300.0/300.0E10@200/E10@200392.7/392.70.060.20H6.60/4.89300.0/300.0E10@200/E10@200392.7/392.70.070.30H6.29/4.66300.0/300.0E10@200/E10@200392.7/392.70.070.40H6.20/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.50H6.21/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.60H6.22/4.61300.0/300.0E10@200/E10@200392.7/392.70.070.70H6.22/4.61300.0/300.0E10@200/E10@200392.7/392.70.070.75H6.21/4.60300.0/300.0E10@200/E10@200392.7/392.70.070.80H6.17/4.58300.0/300.0E10@200/E10@200392.7/392.70.060.85H6.11/4.55300.0/300.0E10@200/E10@200392.7/392.70.060.90H6.10/4.54300.0/300.0E10@200/E10@200392.7/392.70.060.95H6.26/4.63300.0/300.0E10@200/E10@200392.7/392.70.071.00H6.78/4.91300.0/300.0E10@200/E10@200392.7/392.70.07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0.00H300.0/300.0E10@200/E10@200392.7/392.7---0.050.10H300.0/300.0E10@200/E10@200392.7/392.7---0.050.20H300.0/300.0E10@200/E10@200392.7/392.7---0.070.30H300.0/300.0E10@200/E10@200392.7/392.7---0.070.40H300.0/300.0E10@200/E10@200392.7/392.7---0.070.50H300.0/300.0E10@200/E10@200392.7/392.7---0.070.60H300.0/300.0E10@200/E10@200392.7/392.7---0.070.70H300.0/300.0E10@200/E10@200392.7/392.7---0.070.75H300.0/300.0E10@200/E10@200392.7/392.7---0.070.80H300.0/300.0E10@200/E10@200392.7/392.7---0.070.85H300.0/300.0E10@200/E10@200392.7/392.7---0.070.90H300.0/300.0E10@200/E10@200392.7/392.7---0.070.95H300.0/300.0E10@200/E10@200392.7/392.7---0.071.00H300.0/300.0E10@200/E10@200392.7/392.7---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300.0E10@200392.70.08---竖向外侧300.0E10@200392.70.08---环向内侧300.0E10@200392.70.08---环向外侧300.0E10@200392.70.08---池壁的竖向最大裂缝宽度:0.08<=0.20裂缝满足要求池壁的环向最大裂缝宽度:0.08<=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=0.575m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＋1.30×0.90＋0.90×(1.50×1.50＋1.50×10.00)=23.19kN/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＋0.90＋0.40×1.50＋0.50×10.00=11.50kN/m2设计值/准永久值位置径向弯矩环向弯矩0.00R0.56/0.280.56/0.280.10R0.54/0.270.55/0.270.20R0.50/0.250.53/0.260.30R0.42/0.210.49/0.250.40R0.32/0.160.44/0.220.50R0.18/0.090.38/0.190.60R0.01/0.010.30/0.150.70R-0.18/-0.090.21/0.100.80R-0.41/-0.200.10/0.050.90R-0.67/-0.33-0.02/-0.011.00R-0.96/-0.48-0.16/-0.08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0.56/0.28400.0E10@160490.90.00径向板边-0.96/-0.48400.0E10@160490.90.00环向板中0.56/0.28400.0E10@160490.90.00环向板边-0.16/-0.08400.0E10@160490.90.00底板内力计算方法:按《水池结构规程》