檢查井計算(直徑1.2m)

圓形水池設計(YSC0001)項目名稱構件編號日期設計校對審核執(zhí)行規(guī)范:《混凝土結構通用規(guī)范》(GB55008-2021),本文簡稱《混凝土通用規(guī)范》《混凝土結構設計規(guī)范》(GB50010-2010(2015年版)),本文簡稱《混凝土規(guī)范》《建筑與市政地基基礎通用規(guī)范》(GB55003-2021),本文簡稱《地基通用規(guī)范》《建筑地基基礎設計規(guī)范》(GB50007-2011),本文簡稱《地基規(guī)范》《工程結構通用規(guī)范》(GB55001-2021)《建筑結構荷載規(guī)范》(GB50009-2012),本文簡稱《荷載規(guī)范》《給水排水工程構筑物結構設計規(guī)范》(GB50069-2002),本文簡稱《給排水結構規(guī)范》《給水排水工程鋼筋混凝土水池結構設計規(guī)程》(CECS138-2002),本文簡稱《水池結構規(guī)程》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1設計資料1.1基本信息圓形水池形式:有蓋池內液體重度10.0kN/m3浮托力折減系數(shù)1.00裂縫寬度限值0.20mm抗浮安全系數(shù)1.10水池的幾何尺寸如下圖所示:1.2荷載信息頂板活荷載:1.50kN/m2地面活荷載:10.00kN/m2活荷載組合系數(shù):0.90荷載分項系數(shù):自重:1.30其它恒載:1.30地下水壓:1.50其它活載:1.50荷載準永久值系數(shù):頂板活荷載:0.40地面堆積荷載:0.50地下水壓:1.00溫(濕)度作用:1.00活載調整系數(shù):其它活載:1.00壁面溫差:10.0℃溫差內力折減系數(shù):0.65混凝土線膨脹系數(shù):0.000010不考慮溫度材料強度折減1.3混凝土與土信息土天然重度:18.00kN/m3土飽和重度:20.00kN/m3土內摩擦角ψ:30.0度地基承載力特征值fak=120.00kPa基礎寬度和埋深的地基承載力修正系數(shù)ηb=1.00、ηd=1.00混凝土等級:C35縱筋級別:HRB400混凝土重度:25.00kN/m3配筋調整系數(shù):1.20縱筋保護層厚度:位置頂板(mm)池壁(mm)底板(mm)上側(內側)202020下側(外側)2020202計算內容（1）荷載標準值計算（2）抗浮驗算（3）地基承載力計算（4）內力及配筋計算（5）抗裂度、裂縫計算（6）混凝土工程量計算3荷載標準值計算參數(shù)說明:γc、γw、γ土、γ飽和、γ水——混凝土、池內水、自然土、飽和土、水的重度H、R、t、t1、t2、Le——池壁凈高、水池內圓半徑、池壁厚、頂板厚、底板厚、底板外挑長度As、At、Ab——池壁面積、頂板面積、底板面積Hb、Hw——基底到地面的距離、地下水到地面的距離頂板恒荷載:頂板自重pk=γc×t1=25.00×0.20=5.00kN/m2覆土荷載psv=γ土×(Hb－H－t1－t2)=18.00×(3.400－3.000－0.20－0.18)=0.36kN/m2活荷載:頂板活荷載qk=1.50kN/m2地面活荷載qm=10.00kN/m2底板:底板面積Ab=π(R＋t＋Le)2=3.14×(0.600＋0.18＋0.00)2=1.91m2池壁面積As=π((R＋t)2－R2)=3.14×((0.600＋0.18)2－0.6002)=0.78m2頂板面積At=π(R＋t)2=3.14×(0.600＋0.18)2=1.91m2池壁外圓面積At=1.91m2恒荷載:(頂板自重+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頂板覆土psv=psv頂板×At/Ab=0.36×1.91/1.91=0.36kN/m2活荷載:頂板活荷載qk=(q×At)/Ab=(1.50×1.91)/1.91=1.50kN/m2地面活荷載qm=10.00kN/m2池壁主動土壓力系數(shù)Ka=tg2(45-ψ/2)=0.33恒荷載:池內水作用pw=γw×hw=10.00×2.500=25.00kN/m2池外土作用(池頂)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(地下水位處)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飽和－γ水)×(Hb－Hw－t2)×Ka=6.00＋(20.00－10.00)×(3.400－1.000－0.18)×0.33=13.40kN/m2活荷載:溫度作用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地面活荷載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地基承載力驗算:計算基礎底面的壓力：池壁內壁圓面積:Aic=πR2=3.14×0.6002=1.13m2池壁外壁圓面積:At=π(R＋t)2=3.14×(0.600＋0.18)2=1.91m2頂板自重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池內水自重Gw=pw×Aic=25.00×1.13=28.27kN頂板活荷載Gq=qk×At=1.50×1.91=2.87kN地面活荷載Gq=qm×At=10.00×1.91=19.11kN基礎底面的壓力pk=(Gp＋Gw＋Gc＋Gq)/Ab=127.63/1.91=66.77kPa基礎寬度大于3m或埋置深度大于0.5m，需修正承載力特征值計算地基承載力特征值修正值：fa=fak＋ηbγ(b-3)＋ηdγm(d-0.5)水池底板底下的土的重度γ=γ飽和－γ水=20.00-10.00=10.00kN/m3水池底板底以上土的加權平均重度γm=[γ土×Hw＋(γ飽和－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地基承載力滿足5抗浮驗算:水池自重Gp=76.69kN覆土重Gc=0.69kN總自重W=Gp＋Gc=77.37kN池體浸入水中高度h=2.40m水池底面積Ab=1.91m2浮托力折減系數(shù)ηfw=1.00總浮力F=ηfwγ水hAb=1.00×10.00×2.40×1.91=45.87kNW/F=1.69>Kf=1.10,抗浮驗算滿足。6內力及配筋計算:(軸力:kN彎矩:kN.m面積:mm2配筋面積:mm2/m)池壁:彎矩外側受拉為正，軸力受拉為正頂板:下側受拉為正,底板:上側受拉為正按《給水排水工程結構設計手冊》靜力計算查表池壁的約束條件:上端簡支,下端固定池壁內力計算查表系數(shù)H2/dt=3.0002/1.380×0.18=36.23單工況作用下內力池內水作用:位置豎向彎矩環(huán)向彎矩環(huán)向軸力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:位置豎向彎矩環(huán)向彎矩環(huán)向軸力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側向土作用:位置豎向彎矩環(huán)向彎矩環(huán)向軸力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溫差作用:位置豎向彎矩環(huán)向彎矩環(huán)向軸力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地面活荷載:位置豎向彎矩環(huán)向彎矩環(huán)向軸力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荷載組合:（1）閉水試驗：池內有水，池外無土（2）使用時池內無水：池內無水，池外有土（3）正常使用：池內有水，池外有土閉水試驗：基本組合:1.30×池內水作用＋1.50×溫度作用標準組合:1.00×池內水作用＋1.00×溫度作用準永久組合:1.00×池內水作用＋1.00×溫度作用設計值/標準值/準永久值位置豎向彎矩環(huán)向彎矩環(huán)向軸力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:閉水試驗豎向配筋及裂縫驗算:豎向彎矩按基本組合進行承載力計算，按準永久組合進行裂縫驗算位置設計值/準永久值計算As(內/外)配筋(內/外)實際As(內/外)裂縫寬度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環(huán)向配筋及抗裂度驗算:軸心受拉或小偏心受拉按標準組合進行抗裂度驗算,受彎和大偏心受拉按準永久組合進行裂縫驗算位置計算As(內/外)配筋(內/外)實際As(內/外)抗裂度裂縫寬度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使用時池內無水：基本組合:1.30×池外土作用＋1.50×地下水作用＋0.90×1.50×(溫度作用＋地面活荷載)標準組合:1.00×池外土作用＋1.00×地下水作用＋0.90×1.00×(溫度作用＋地面活荷載)準永久組合:1.00×池外土作用＋1.00×地下水作用＋1.00×溫度作用＋0.50×地面活荷載設計值/標準值/準永久值位置豎向彎矩環(huán)向彎矩環(huán)向軸力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:使用時池內無水豎向配筋及裂縫驗算:豎向彎矩按基本組合進行承載力計算，按準永久組合進行裂縫驗算位置設計值/準永久值計算As(內/外)配筋(內/外)實際As(內/外)裂縫寬度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環(huán)向配筋及抗裂度驗算:軸心受拉或小偏心受拉按標準組合進行抗裂度驗算,受彎和大偏心受拉按準永久組合進行裂縫驗算位置計算As(內/外)配筋(內/外)實際As(內/外)抗裂度裂縫寬度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：基本組合:1.30×池內水作用＋1.30×池外土作用＋1.50×地下水作用＋0.90×1.50×(溫度作用＋地面活荷載)標準組合:1.00×池內水作用＋1.00×池外土作用＋1.00×地下水作用＋0.90×1.00×(溫度作用＋地面活荷載)準永久組合:1.00×池內水作用＋1.00×池外土作用＋1.00×地下水作用＋1.00×溫度作用＋0.50×地面活荷載設計值/標準值/準永久值位置豎向彎矩環(huán)向彎矩環(huán)向軸力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:正常使用豎向配筋及裂縫驗算:豎向彎矩按基本組合進行承載力計算，按準永久組合進行裂縫驗算位置設計值/準永久值計算As(內/外)配筋(內/外)實際As(內/外)裂縫寬度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環(huán)向配筋及抗裂度驗算:軸心受拉或小偏心受拉按標準組合進行抗裂度驗算,受彎和大偏心受拉按準永久組合進行裂縫驗算位置計算As(內/外)配筋(內/外)實際As(內/外)抗裂度裂縫寬度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池壁配筋及裂縫、抗裂度驗算:位置計算As配筋實際As裂縫寬度抗裂度豎向內側360.0E10@180436.30.09---豎向外側360.0E10@180436.30.09---環(huán)向內側360.0E10@180436.30.09---環(huán)向外側360.0E10@180436.30.09---池壁的豎向最大裂縫寬度:0.09<=0.20裂縫滿足要求池壁的環(huán)向最大裂縫寬度:0.09<=0.20裂縫滿足要求頂板內力計算方法:按《水池結構規(guī)程》6.2.4或6.2.5計算頂板的計算半徑:R=0.690m頂板的約束條件:周邊固定荷載組合:基本組合:1.30×自重＋1.30×覆土自重＋0.90×(1.50×頂板活荷載＋1.50×地面活荷載)S=1.30×5.00＋1.30×0.36＋0.90×(1.50×1.50＋1.50×10.00)=22.49kN/m2準永久組合:自重＋覆土自重＋0.40×頂板活荷載＋0.50×地面活荷載S=5.00＋0.36＋0.40×1.50＋0.50×10.00=10.96kN/m2設計值/準永久值位置徑向彎矩環(huán)向彎矩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頂板配筋及裂縫驗算:位置設計值/準永久值計算As配筋實際As裂縫寬度徑向板中0.78/0.38400.0E10@160490.90.00徑向板邊-1.34/-0.65400.0E10@160490.90.01環(huán)向板中0.78/0.38400.0E10@160490.90.00環(huán)向板邊-0.22/-0.11400.0E10@160490.90.00底板內力計算方法:按《水池結構規(guī)程》