圆型水池计算程序

1.请依提示向蓝色单元格内输入数据。几何参数的意义在说明栏内表示。2.工作表内的红色数据均为计算结果，由程序自动计算。3.本标准计算书系根据《给水排水钢筋混凝土水池结构设计规程》（CECS138：2002）编写。4.若在计算中发现问题，请及时与编制者联系。3.本标准计算书系根据《给水排水钢筋混凝土水池结构设计规程》（CECS138：2002）编写。基本计算一．结构简图：二．几何参数：（单位：m）R1R2R3R4R5R6R7R820.30019.35019.00018.30018.50019.6002.3501.050R9H1H2水位H3H4H5H6h10.7504.0000.0003.5000.0000.0004.0000.150h2h3h4h50.0000.5000.0000.250第3页，共30页基本计算三．抗浮计算：1．池重计算：走道板重G1=π*(R12-R22)*h1*25=443.76(kn)池壁重G2=π*(R22-R32)*H1*25=4216.80(kn)溢流槽底板重G3=π*(R32-R42)*h2*25=0.00(kn)溢流槽挡板重G4=π*(R42-R52)*h4*25=0.00(kn)内筒顶板重G5=π*R72*h5*25=108.43(kn)底板重G6=π*R62*h3*25=15085.93(kn)内筒重G7=π*(R82-R92)*H6*25=169.65(kn)池内压重G8=π*(R32-R82)*(H4+H5)/2*25=0.00(kn)池净重Gj=ΣGi=20024.57(kn)池外覆土重G9=π*(R62-R22)*H2*18=0.00(kn)2.　浮力计算：浮力F=π*R62*(H2+h3-0.5)*10=0.003.　抗浮验算：K=(Gj+G9)／F=不考虑抗浮验算4.　施工阶段限制水位：底板及池壁浇筑完成后，尚未覆土之前，必须限制地下水位高度．限制高度Hy为：Hy≤Gj/(π*R62*10*1.05)＝1.58(m)施工水位限制高度为1.58米四．地基承载力计算：1.荷载计算：池净重：G=Gj*1.2=24029.48(kn)覆土重：G9*1.2=0.00(kn)池内水重：G10=π*R32*H3*10*1.2=47608.68(kn)池内设备及其它重量：G11=60.00(kn)ΣG＝71698.16(kn)2．基底压力：q=ΣG／π*R62=59.44(kn/m2)4．修正后地基承载力特征值：fa＝100.00(kn/m2)5．地基承载力验算：q=59.43≤f=100(kn/m2)地基承载力满足强度要求．满足抗浮要求第4页，共30页温度荷载计算一.壁面温差及中面温差内粉刷池壁厚保温层外粉刷h1(m)h(m)h3(m)h2(m)0.020.350.120.02最低气温TN初始气温TNa最低日均水温To内壁与水交换热阻Ro-2.5028.505.000.021.单层混凝土池壁的温度荷载(温度单位为0C)tNΔttR注:Δt＝外侧温度－内侧温度-5.000-5.554-28.03262.双面粉刷混凝土池壁的温度荷载(温度单位为0C)tNΔttR-5.000-4.837-26.64063.双面粉刷(加保温砖)混凝土池壁的温度荷载(温度单位为0C)tNΔttR-5.000-3.124-25.5280二.壁面湿差及中面湿差空气相对湿度%池壁外侧湿度ψN800.0141.单层混凝土池壁的湿度荷载(等效温度单位为0C)ΔuUR等效壁面温差Δtu等效季节温差tRu-0.023-0.006-11.3750-17.06252.双面粉刷混凝土池壁的湿度荷载(等效温度单位为0C)ΔuUR等效壁面温差Δtu等效季节温差tRu-0.015-0.056-7.7119-168.43223.双面粉刷(加保温砖)混凝土池壁的湿度荷载(等效温度单位为0C)ΔuUR等效壁面温差Δtu等效季节温差tRu-0.011-0.004-5.4819-11.0422注：水温To一般取最低日平均水温，初始气温TNa取施工闭合时的月平均气温。第5页，共30页池壁计算五．池壁内力计算：1．几何参数：H2/(d*t)4.00(m)38.35(m)0.35(m)1.192．内力计算（一）：池内水压力作用下内力计算：(1)荷载计算：q=10*H=40.00(kn/m)(2)内力计算公式：竖向弯矩　Mx=Kmx*q*H2（弯矩M使池壁外侧受拉为正）环向弯矩　Mr=Mx／6（弯矩M使池壁外侧受拉为正）环向轴力　Nr=Knr*q*R（轴力Nr使池壁受拉为正）(3)内力计算：分段高度q(kn/m)H(m)KmxMx(kn*m)Mr(kn*m)R(m)KnrNr(kn)0.0H40.004.000.000000.00000.000019.1750.28498218.5820.2H40.004.000.004162.66530.444219.1750.25388194.7300.4H40.004.000.010456.68611.114419.1750.21127162.0430.6H40.004.000.009095.81770.969619.1750.14262109.3880.8H40.004.00-0.01064-6.8077-1.134619.1750.0539141.3480.9H40.004.00-0.03096-19.8156-3.302619.1750.0164412.6131.0H40.004.00-0.06010-38.467-6.411219.1750.000000.0003．内力计算（二）：壁面温差作用下内力计算：池壁计算高度H=池壁厚度t=池壁计算直径d=第6页，共30页池壁计算(1)荷载计算：Mt=0.1*Ec*h2*αt*Δt其中：混凝土强度等级：C25Ec=28000000(kn/m2)池壁厚h=0.35(m)线胀系数αt：0.00001池壁保温形式：单层池壁壁面温差Δt＝-5.55内力松弛系数0.7Mt=-19.052(kn*m)考虑内力松弛影响：Mt=-13.336(kn*m)(2)内力计算公式：竖向弯矩　Mx=Kmx*Mt（弯矩M使池壁外侧受拉为正）环向弯矩　Mr=（Kmx-5)*Mt／6（弯矩M使池壁外侧受拉为正）环向轴力　Nr=Knr*Mt／h（轴力Nr使池壁受拉为正）(3)内力计算：（已考虑内力松弛系数的影响）分段高度KmxMt(kn*m)Mx(kn*m)Mr(kn*m)Knrh(m)Nr(kn)0.0H0.00000-13.3360.000011.1136-3.329610.35126.8700.2H-0.12253-13.3361.634111.3859-1.318130.3550.2250.4H-0.37848-13.3365.047511.9548-0.270940.3510.3240.6H-0.66575-13.3368.878612.59330.087360.35-3.3290.8H-0.94765-13.33612.638113.21990.073110.35-2.7860.9H-1.08566-13.33614.478713.52670.024650.35-0.9391.0H-1.22304-13.33616.310813.83200.000000.350.0004．内力计算（三）：季节温差作用下内力计算：第7页，共30页池壁计算(1)荷载计算：pt=Ec*h*αt*tR／R其中：混凝土强度等级：C25Ec=28000000(kn/m2)池壁厚h=0.35(m)线胀系数αt：0.00001池壁保温形式：单层池壁中面温差tR＝-28.03内力松弛系数0.2计算半径R＝19.175(m)pt=-143.270(kn/m)考虑内力松弛影响：pt=-28.654(kn/m)(2)内力计算公式：竖向弯矩　Mx=Kmx*pt*H2（弯矩M使池壁外侧受拉为正）环向弯矩　Mr=Mt／6（弯矩M使池壁外侧受拉为正）环向轴力　Nr=(Knr-1)*pt*R（轴力Nr使池壁受拉为正）(3)内力计算：（已考虑内力松弛系数的影响）分段高度Kmxpt(kn/m)H(m)Mx(kn*m)Mr(kn*m)KnrR(m)Nr(kn)0.0H0.00000-28.6544.000.0000.0001.2230419.175-122.5470.2H0.00263-28.6544.00-1.205-0.2010.9476519.17528.7650.4H0.00314-28.6544.00-1.440-0.2400.6657519.175183.6510.6H-0.00974-28.6544.004.4660.7440.3784819.175341.4900.8H-0.04739-28.6544.0021.7273.6210.1225319.175482.1180.9H-0.07875-28.6544.0036.1026.0170.0348919.175530.2701.0H-0.11971-28.6544.0054.8839.1470.0000019.175549.4395．内力计算（四）：壁面湿差作用下内力计算：第8页，共30页池壁计算(1)荷载计算：Mt=0.1*Ec*h2*αt*Δtu其中：混凝土强度等级：C25Ec=28000000(kn/m2)池壁厚h=0.35(m)线胀系数αt：0.00001池壁保温形式：单层池壁壁面湿差Δtu＝-11.38内力松弛系数0.7Mt=-39.016(kn*m)考虑内力松弛：Mt=-27.311(kn*m)(2)内力计算公式：竖向弯矩　Mx=Kmx*Mt（弯矩M使池壁外侧受拉为正）环向弯矩　Mr=（Kmx-5)*Mt／6（弯矩M使池壁外侧受拉为正）环向轴力　Nr=Knr*Mt／h（轴力Nr使池壁受拉为正）(3)内力计算：（已考虑内力松弛系数的影响）分段高度KmxMt(kn*m)Mx(kn*m)Mr(kn*m)Knrh(m)Nr(kn)0.0H0.00000-27.310.00022.759-3.329610.35259.8180.2H-0.12253-27.313.34623.317-1.318130.35102.8570.4H-0.37848-27.3110.33724.482-0.270940.3521.1420.6H-0.66575-27.3118.18225.7900.087360.35-6.8170.8H-0.94765-27.3125.88227.0730.073110.35-5.7050.9H-1.08566-27.3129.65127.7010.024650.35-1.9241.0H-1.22304-27.3133.40328.3270.000000.350.0006．内力计算（五）：池外土压力作用下内力计算：第9页，共30页池壁计算(1)荷载计算：qt=-[18*0.5+10*(H2-0.5)]*tg2(45o-φ／2)+10*(H2-0.5)(kn/m)其中：H2=0.00(m)φ=20(o)0.3489（弧度）45(o)0.7850（弧度）tg2(45o-φ/2)＝0.490qt=3.041(kn／m)(2)内力计算公式：竖向弯矩　Mx=Kmx*qt*H22（弯矩M使池壁外侧受拉为正）环向弯矩　Mr=Mx／6（弯矩M使池壁外侧受拉为正）环向轴力　Nr=Knr*qt*R（轴力Nr使池壁受拉为正）(3)内力计算：H2/(d*t)0.00(m)38.35(m)0.35(m)0.0分段高度qt(kn/m)H2(m)KmxMx(kn*m)Mr(kn*m)R(m)KnrNr(kn)0.0H23.0410.000.000000.0000.00019.1750.000000.0000.2H23.0410.000.000000.0000.00019.1750.000000.0000.6H23.0410.000.000000.0000.00019.1750.00000