圓形水池設(shè)計計算書

/圓形水池設(shè)計(YSC-1)項目名稱構(gòu)件編號日期設(shè)計校對審核執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計規(guī)范》(GB50010-2002),本文簡稱《混凝土規(guī)范》《建筑地基基礎(chǔ)設(shè)計規(guī)范》(GB50007-2002),本文簡稱《地基規(guī)范》《給水排水工程構(gòu)筑物結(jié)構(gòu)設(shè)計規(guī)范》(GB50069-2002),本文簡稱《給排水結(jié)構(gòu)規(guī)范》《給水排水工程鋼筋混凝土水池結(jié)構(gòu)設(shè)計規(guī)程》(CECS138-2002),本文簡稱《水池結(jié)構(gòu)規(guī)程》1設(shè)計資料1.1基本信息圓形水池形式:敞口池內(nèi)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荷載信息活荷載組合系數(shù):0.90荷載分項系數(shù):自重:1.20其它恒載:1.27地下水壓:1.27其它活載:1.40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壁面溫差:-10.0℃溫差彎矩折減系數(shù):0.65混凝土線膨脹系數(shù)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(nèi)摩擦角ψ:30.0度地基承載力特征值fak=120.00kPa基礎(chǔ)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:C25縱筋級別:HRB335混凝土重度:25.00kN/m3配筋調(diào)整系數(shù):1.20保護層厚度:位置頂板(mm)池壁(mm)底板(mm)上側(cè)(內(nèi)側(cè))-3035下側(cè)(外側(cè))-30502計算內(nèi)容（1）荷載標準值計算（2）抗浮驗算（3）地基承載力計算（4）內(nèi)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(nèi)水、自然土、飽和土、水的重度H、R、t、t1、t2、Le——池壁凈高、水池內(nèi)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底板:荷載計算按地基凈反力底板面積Ab=π(R＋t＋Le)2=3.14×(6.000＋0.20＋0.30)2=132.73m池壁面積As=π((R＋t)2－R2)=3.14×((6.000＋0.20)2－6.0002)=7.67m池壁外圓面積At=120.76m恒荷載:池壁自重pk=(γc×H×As)/Ab=(25.00×2.000×7.67)/132.73=2.89kN/m2活荷載:地面活荷載qm=q×(Ab-At)/Ab=10.00×(132.73-120.76)/132.73=0.90kN/m2池壁主動土壓力系數(shù)Ka=tg2(45-ψ/2)=0.33恒荷載:池內(nèi)水作用pw=γw×hw=10.00×2.000=20.00kN/m2活荷載:溫度作用Mtk=0.65×0.1×Ec×t2×△t×αc=0.65×0.1×28000000.00×0.202×(-10.00)×0.00001=-7.28kN.m/m4地基承載力驗算:計算基礎(chǔ)底面的壓力：池壁內(nèi)壁圓面積:Aic=πR2=3.14×6.0002=113.10m池壁外壁圓面積:At=π(R＋t)2=3.14×(6.000＋0.20)2=120.76m池壁自重Gs=γc×As×H=25.00×7.67×2.000=383.27kN底板自重Gb=γc×Ab×t2=25.00×132.73×0.20=663.66kN水池自重Gp=Gs＋Gb=383.27＋663.66=1046.94kN池內(nèi)水自重Gw=pw×Aic=20.00×113.10=2261.95kN外挑部分活荷載Gqm=qm×(Ab-At)=10.00×(132.73-120.76)=119.69kN基礎(chǔ)底面的壓力pk=(Gp＋Gw＋Gqm)/Ab=3428.58/132.73=25.83kPa基礎(chǔ)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)地下水位位于底板下1m以內(nèi)，考慮地下水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(quán)平均重度γm=γ土=18.00kN/m3fa=120.00＋1.00×10.00×(6.000－3)=150.00kPapk=25.83kPa<fa=150.00kPa地基承載力滿足5抗浮驗算:地下水位位于基底以下,無需驗算6內(nèi)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(cè)受拉為正，軸力受拉為正頂板:下側(cè)受拉為正,底板:上側(cè)受拉為正按《給水排水工程結(jié)構(gòu)設(shè)計手冊》靜力計算查表池壁的約束條件:上端自由,下端固定池壁內(nèi)力計算查表系數(shù)H2/dt=2.0002/12.200×0.20=1.64單工況作用下內(nèi)力池內(nèi)水作用:位置豎向彎矩環(huán)向彎矩環(huán)向軸力0.00H0.000.0031.630.10H0.090.0232.210.20H0.310.0532.660.30H0.590.1032.430.40H0.840.1431.140.50H0.970.1628.190.60H0.880.1523.430.70H0.470.0817.110.75H0.050.0113.280.80H-0.39-0.079.650.85H-1.03-0.175.910.90H-1.83-0.303.020.95H-2.80-0.470.831.00H-3.96-0.660.00溫差作用:位置豎向彎矩環(huán)向彎矩環(huán)向軸力0.00H0.006.07120.210.10H0.346.1271.420.20H1.156.2645.960.30H2.196.4311.850.40H3.316.62-2.400.50H4.426.80-9.160.60H5.476.98-10.530.70H6.457.14-8.480.75H6.927.22-6.760.80H7.387.30-4.880.85H7.827.37-3.070.90H8.267.44-1.500.95H8.707.52-0.391.00H9.147.590.00荷載組合:閉水試驗：池內(nèi)有水，池外無土閉水試驗：基本組合:1.27×池內(nèi)水作用＋1.40×溫度作用標準組合:1.00×池內(nèi)水作用＋1.00×溫度作用準永久組合:1.00×池內(nèi)水作用＋1.00×溫度作用設(shè)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0.00H0.00/0.00/0.008.49/6.07/6.07208.47/151.85/151.850.10H0.59/0.43/0.438.59/6.14/6.14140.88/103.62/103.620.20H2.01/1.46/1.468.83/6.31/6.31105.82/78.62/78.620.30H3.82/2.78/2.789.13/6.53/6.5357.78/44.28/44.280.40H5.70/4.15/4.159.44/6.76/6.7639.55/31.14/31.140.50H7.42/5.39/5.399.73/6.96/6.9635.80/28.19/28.190.60H8.78/6.35/6.359.96/7.13/7.1329.76/23.43/23.430.70H9.63/6.92/6.9210.10/7.22/7.2221.73/17.11/17.110.75H9.75/6.97/6.9710.12/7.23/7.2316.87/13.28/13.280.80H-0.50/-0.39/-0.39-0.08/-0.07/-0.0712.25/9.65/9.650.85H-1.31/-1.03/-1.03-0.22/-0.17/-0.177.51/5.91/5.910.90H-2.32/-1.83/-1.83-0.39/-0.30/-0.303.84/3.02/3.020.95H-3.56/-2.80/-2.80-0.59/-0.47/-0.471.06/0.83/0.831.00H-5.03/-3.96/-3.96-0.84/-0.66/-0.660.00/0.00/0.00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(shè)計值/準永久值計算As(內(nèi)/外)配筋(內(nèi)/外)實際As(內(nèi)/外)裂縫寬度0.00H0.00/0.00400.0/400.0D12@230/D12@230491.7/491.70.000.10H0.59/0.43400.0/400.0D12@230/D12@230491.7/491.70.000.20H2.01/1.46400.0/400.0D12@230/D12@230491.7/491.70.020.30H3.82/2.78400.0/400.0D12@230/D12@230491.7/491.70.030.40H5.70/4.15400.0/400.0D12@230/D12@230491.7/491.70.050.50H7.42/5.39400.0/400.0D12@230/D12@230491.7/491.70.060.60H8.78/6.35400.0/400.0D12@230/D12@230491.7/491.70.070.70H9.63/6.92400.0/400.0D12@230/D12@230491.7/491.70.080.75H9.75/6.97400.0/400.0D12@230/D12@230491.7/491.70.080.80H-0.50/-0.39400.0/400.0D12@230/D12@230491.7/491.70.000.85H-1.31/-1.03400.0/400.0D12@230/D12@230491.7/491.70.010.90H-2.32/-1.83400.0/400.0D12@230/D12@230491.7/491.70.020.95H-3.56/-2.80400.0/400.0D12@230/D12@230491.7/491.70.031.00H-5.03/-3.96400.0/400.0D12@230/D12@230491.7/491.70.04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(nèi)/外)配筋(內(nèi)/外)實際As(內(nèi)/外)抗裂度裂縫寬度0.00H400.0/583.4D12@230/D12@160491.7/706.91.22<1.550.10H400.0/869.6D12@230/D16@190491.7/1058.21.00<1.550.20H400.0/752.7D12@230/D14@170491.7/905.50.050.30H400.0/592.6D12@230/D12@150491.7/754.00.040.40H400.0/531.8D12@230/D12@170491.7/665.30.040.50H400.0/519.3D12@230/D12@180491.7/628.30.040.60H400.0/499.2D12@230/D12@180491.7/628.30.040.70H400.0/472.4D12@230/D12@190491.7/595.20.040.75H400.0/456.2D12@230/D12@200491.7/565.50.030.80H400.0/400.0D12@230/D12@230491.7/491.70.05<1.550.85H400.0/400.0D12@230/D12@230491.7/491.70.04<1.550.90H412.8/400.0D12@220/D12@230514.1/491.70.010.95H403.5/400.0D12@230/D12@230491.7/491.70.011.00H400.0/400.0D12@230/D12@230491.7/491.70.01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(nèi)側(cè)400.0D12@200565.50.06豎向外側(cè)400.0D12@200565.50.06環(huán)向內(nèi)側(cè)412.8D12@200565.50.051.24環(huán)向外側(cè)869.6D16@1901058.20.051.24池壁的豎向最大裂縫寬度:0.06<=0.20裂縫滿足要求池壁的環(huán)向最大抗裂度:1.24<=act×ftk=1.55抗裂度滿足要求池壁的環(huán)向最大裂縫寬度:0.05<=0.20裂縫滿足要求底板:按《水池結(jié)構(gòu)規(guī)程》6.2.4或6.2.5計算底板的計算半徑:R=6.100m底板的約束條件:周邊固定荷載組合：使用時池內(nèi)無水：基本組合:1.20×自重＋1.40×地面活荷載S=1.20×2.89＋1.40×0.90=4.73kN/m2準永久組合:自重＋0.50×地面活荷載S=2.89＋0.50×0.90=3.34kN/m2(周邊固定)設(shè)計值/準永久值位置徑向彎矩環(huán)向彎矩0.00R12.83/9.0612.83/9.060.10R12.48/8.8112.66/8.940.20R11.43/8.0712.17/8.590.30R9.69/6.8511.34/8.010.40R7.26/5.1210.19/7.190.50R4.12/2.918.70/6.150.60R0.29/0.216.89/4.870.70R-4.23/-2.994.75/3.350.80R-9.46/-6.68