圓形水池設計計算書

1、圓形水池設計(YSC-1)項目名稱設計構(gòu)件編校執(zhí)行規(guī)范：混凝土結(jié)構(gòu)設計規(guī)范建筑地基基礎設計規(guī)范(GB50010-2002),(GB50007-2002),本文簡稱混凝土規(guī)范本文簡稱地基規(guī)范給水排水工程構(gòu)筑物結(jié)構(gòu)設計規(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)設計規(guī)程程(CECS138-2002),本文簡稱水池結(jié)構(gòu)規(guī)1設計資料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1.21.3v7W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

2、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:-10.0C混凝土與土信息-I011)水池幾何前國溫差彎矩折減系數(shù):0.65混凝土線膨脹系數(shù):0.000010土天然重度:18.00kN/m3土飽和重度:20.00kN/m3土內(nèi)摩擦角少：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)yb=1.00、rd=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：a®頂板(mm)

3、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：丫c、丫w、丫土、丫飽和、丫水混凝土、池內(nèi)水、自然土、飽和土、水的重度H、Rt、，、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、A、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A=(R+t+Le)2=3.14X(6.000+0.20+0.30)2=132.73m2池壁面積A=t

4、t(R+t)2R)=3.14X(6.000+0.20)26.0002)=7.67m22池壁外圓面積A=120.76m恒荷載：池壁自重pk=("義HXAs)/Ab=(25.00X2.000X7.67)/132.732=2.89kN/m活荷載：地面活荷載qm=qx(Ab-At)/Ab=10.00X(132.73-120.76)/132.732=0.90kN/m池壁主動土壓力系數(shù)Ka=tg2(45-少/2)=0.33恒荷載：池內(nèi)水作用p小丫wxhw=10.00x2.000=20.00kN/m活荷載：溫度作用Mtk=0.65X0.1XEcXt2xtxac=0.65X0.1x28000000.

5、00x0.202x(-10.00)x0.00001=-7.28kN.m/m池壁內(nèi)壁圓面積池壁外壁圓面積池壁自重Gs=y底板自重Gb=T兀R2=3.14X6.0002=113.10m222:Aic=4地基承載力驗算：計算基礎底面的壓力:At=Ti(R+t)=3.14X(6.000+0.20)=120.76mXAXH=25.00X7.67X2.000=383.27kNXAX12=25.00X132.73X0.20=663.66kN水池自重Gp=GsGb=383.27+663.66=1046.94kN池內(nèi)水自重Gw=pXAic=20.00X113.10=2261.95kN外挑部分活荷載Gqm=qm(

6、Ab-At)=10.00X(132.73-120.76)=119.69kN基礎底面的壓力pk=(Gp+GwFGqm)/A=3428.58/132.73=25.83kPa基礎寬度大于3mJt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+Yb丫(b-3)+Y1d丫m(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3丫=丫飽和一丫水=20.00-10.00=10.00kN/m水池底板底以上土的加權(quán)平均重度丫片丫土=18.00kN/m3fa=120.00+1.00x10.00x(6.0003)=150.00kPapk=25.83kPa<

7、;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226內(nèi)力及配筋計算：(軸力:kN彎矩:kN.m面積:mm配筋面積:mm/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=2.0002/12.200X0.20=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)網(wǎng)彎矩外向軸力0.00H0.000.0031.630.10H0.090.0232.210.20H0.310.0532.660.30H0.590.1032.430.40H0.8

8、40.1431.140.50H0.970.1628.190.60H0.880.1523.430.70H0.470.0817.110.75H0.050.0113.280.80H-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溫差彳用：豎向彎矩環(huán)網(wǎng)彎矩外向軸力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

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:1.27X池內(nèi)水作用十標準組合:1.00X池內(nèi)水作用十準永久組合:1.00X池內(nèi)水作用十設計值/標準值/準永久值1.40X溫度作用1.00X溫度作用1.00X溫度作用豎向彎矩環(huán)網(wǎng)彎矩外向軸力0.00H0.00/0.00/0.008.49/6.07/

10、6.07208.47/151.85/151.850.10H0.59/0.43/0.438.59/6.14/6.14140.88/103.62/103.620.20H2.01/1.46/1.468.83/6.31/6.31105.82/78.62/78.620.30H3.82/2.78/2.789.13/6.53/6.5357.78/44.28/44.280.40H5.70/4.15/4.159.44/6.76/6.7639.55/31.14/31.140.50H7.42/5.39/5.399.73/6.96/6.9635.80/28.19/28.190.60H8.78/6.35/6.359.9

11、6/7.13/7.1329.76/23.43/23.430.70H9.63/6.92/6.9210.10/7.22/7.2221.73/17.11/17.110.75H9.75/6.97/6.9710.12/7.23/7.2316.87/13.28/13.280.80H-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

12、/-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設計值/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0.00H0.00/0.00400.0/400.0D12230/D12230491.7/491.70.000.10H0.59/0.43400.0/400.0D12230/D12230491.7/491.70.000.20H2.01/1.4

13、6400.0/400.0D12230/D12230491.7/491.70.020.30H3.82/2.78400.0/400.0D12230/D12230491.7/491.70.030.40H5.70/4.15400.0/400.0D12230/D12230491.7/491.70.050.50H7.42/5.39400.0/400.0D12230/D12230491.7/491.70.060.60H8.78/6.35400.0/400.0D12230/D12230491.7/491.70.070.70H9.63/6.92400.0/400.0D12230/D12230491.7/491.

14、70.080.75H9.75/6.97400.0/400.0D12230/D12230491.7/491.70.080.80H-0.50/-0.39400.0/400.0D12230/D12230491.7/491.70.000.85H-1.31/-1.03400.0/400.0D12230/D12230491.7/491.70.010.90H-2.32/-1.83400.0/400.0D12230/D12230491.7/491.70.020.95H-3.56/-2.80400.0/400.0D12230/D12230491.7/491.70.031.00H-5.03/-3.96400.0/

15、400.0D12230/D12230491.7/491.70.04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拉按準永久組合進行裂縫驗算,受彎和大偏心受計算As（內(nèi)/外）配筋（內(nèi)/外）實際As（內(nèi)/外）抗裂度裂縫寬度0.00H400.0/583.4D12230/D12160491.7/706.91.22<1.550.10H400.0/869.6D12230/D16190491.7/1058.21.00<1.550.20H400.0/752.7D12230/D14170491.7/905.50.050.30H400.0/592.6D12230/D12150491

16、.7/754.00.040.40H400.0/531.8D12230/D12170491.7/665.30.040.50H400.0/519.3D12230/D12180491.7/628.30.040.60H400.0/499.2D12230/D12180491.7/628.30.040.70H400.0/472.4D12230/D12190491.7/595.20.040.75H400.0/456.2D12230/D12200491.7/565.50.030.80H400.0/400.0D12230/D12230491.7/491.70.05<1.550.85H400.0/400.0

17、D12230/D12230491.7/491.70.04<1.550.90H412.8/400.0D12220/D12230514.1/491.70.010.95H403.5/400.0D12230/D12230491.7/491.70.011.00H400.0/400.0D12230/D12230491.7/491.70.01耶1岫*kN/m)府罩題kMm/m）池站力?池壁配筋及裂縫、抗裂度驗算計算As配筋實際As裂縫寬度抗裂度豎向內(nèi)側(cè)400.0D12200565.50.06豎向外側(cè)400.0D12200565.50.06外網(wǎng)內(nèi)側(cè)412.8D12200565.50.051.24外向外側(cè)

18、869.6D161901058.20.051.24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<=actxftk=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S乃C-優(yōu)I24<1.55R向聚大黜mm）耳向此妙謖燈蝌;mm；，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:1.20X自重+1.40X地面活荷載_2S=1.20X2.89+1.40X0.90=4.73kN/m準永久組合：自重+0.50X地面活荷載

19、_2S=2.89+0.50X0.90=3.34kN/m（周邊固定）設計值/準永久值徑恒駕矩環(huán)網(wǎng)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/-6.682.27/1.600.90R-15.37/-10.86-0.53/-0.381.00R-21.99/-15.53-3.66/-2.5921.99月.陋也向既-I4Le/e；ip1229。D12