矩 形 水 池 计 算.doc

调节池- 矩 形 水 池 计 算 = 设 计 资 料： 池顶活荷P1=3.0(KN/m2) 覆土厚度ht=0(mm) 池内水位Hw=4200(mm) 容许承载力R=180(KN/m2) 水池长度H=8000(mm) 水池宽度B=7000(mm) 池壁高度h0=4200(mm) 底板外伸C1=250(mm) 底板厚度h1=300(mm) 顶板厚度h2=200(mm) 垫层厚度h3= 100 (mm) 池壁厚度h4=350(mm) 地基承载力设计值R=180(KPa) 支 柱 数n1=1 支柱截面尺寸a1 = 400(mm) 地下水位高于底板Hd=2500(mm) 抗浮安全系数Kf = 1.10 _ 一.地基承载力验算 ( 1 )底板面积AR1 = (H + 2 * h4 + 2 * C1) * (B + 2 * h4 + 2 * C1) = ( 8 + 2 * 0.35 + 2 * 0.25 ) * ( 7 + 2 * 0.35 + 2 * 0.25 ) =75.44(m2) ( 2 )顶板面积AR2 = (H + 2 * h4) * (B + 2 * h4) = ( 8 + 2 * 0.35 ) * ( 7 + 2 * 0.35 ) =66.99(m2) ( 3 )支柱重量Fk1 = 25 * a1 * a1 * H0 * n1 = 25 * 0.4 * 0.4 * 4.2 * 1 =16.8 (KN) ( 4 )池顶荷载Pg = P1 + ht * 18 = 3.0 + 0 * 18 =3 (KN/m2) ( 5 )池壁重量CB = 25 * (H + 2 * h4 + B) * 2 * H0 * h4 = 25 * ( 8 + 2 * 0.35 + 7 )* 2 * 4.2 * 0.35 =1153.(KN) ( 6 )底板重量DB1 = 25 * AR1 * h1 = 25 * 75.44 * 0.3 =565.8(KN) ( 7 )顶板重量DB2 = 25 * AR2 * h2 = 25 *66.99 * 0.2 =334.9(KN) ( 8 )水池全重G = CB + DB1 + DB2 + Fk1 =1153.+565.8+334.9 +16.8 =2070.5(KN) ( 9 )单位面积水重Pwg = (H * B * Hw * 10) / AR1 = ( 8 * 7 * 4.2 * 10) / 75.44 =31.17(KN/m2) ( 10 )单位面积垫层重Pd = 23 * h3 = 23 * 0.1 =2.3 (KN/m2) ( 11 )地基反力R0 = Pg + G / AR1 + Pwg + Pd =3 + 2070.5 / 75.44 + 31.17 + 2.3 = 64 (KN/m2) R0 = 64 (KN/m2) Kf * Fw= 2063.6 (KN) 整体抗浮验算满足要求! 三.水池局部抗浮验算 单位面积抗浮力G1=(16 * ht + 25 * h1 + 25 * h2) * AR2 + Fk1 / AR2 =(16 * 0 +25 * 0.3 +25 * 0.2 ) * 66.99 + 16.8 /66.99 = 13 (KN/m2) 局 部 浮 力Fw1 = 10 * ( Hd + h1 ) = 10 * ( 2.5 + 0.3 ) = 28 (KN/m2) G1= 13 (KN/m2) Fw1= 28 (KN/m2) *局部抗浮能力不足*! 四.荷 载 计 算 （1）池内水压Pw= rw * H0 = 10 * 4.2 = 42 (KN/m2) （2）池外土压Pt： 池壁顶端Pt2 = Pg + rt * (ht + h2) * Tan(45-/2) 2 = 3 + 18 * ( 0 + 0.2 ) * Tan(45-30/2) 2 = 2.19(KN/m2) 池壁底端Pt1 = Pg + rt * (ht + h2 + H0 - Hd) + rt * Hd * Tan(45-/2) 2 + 10 * Hd = 3 + 18 *( 0 + 0.2 + 4.2 - 2.5 )+10 * 2.5 * Tan(45-30/2)2 + 10 * 2.5 = 45.73(KN/m2) 池底荷载qD = Pg + (Fk1 + CB + DB2 ) / AR1 = 3 +(16.8 +1153.+334.9) / 75.44 = 18.50(KN/m2) 五.内 力 计 算 (H边)池壁内力计算 H / H0 =8000 /4200=1.9 由于 0.5 H / H0 2 故按三边固定、顶边简支双向板计算池壁内力 根据矩形板均布荷载作用下静力计算表采用插值法计算弯矩系数 1.池外（土、水）压力作用下池壁内力 ( 1 )水平方向跨中弯矩 Mx = Mx412 + Mx312 = 3.45(KN-m) - Mx412 =0.010 *2.19 * 17.64 =0.38(KN-m) Mx312 =0.004 *(45.73-2.19)* 17.64 =3.07(KN-m) ( 2 )竖直方向跨中弯矩 My = Mx414 + Mx314 = 21.4(KN-m) - Mx414 =0.058 *2.19 * 17.64 =2.24(KN-m) Mx314 =0.025 *(45.73-2.19)* 17.64 =19.2(KN-m) ( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 = -25.7(KN-m) - Mx415 =-0.07 *2.19 * 17.64 =-2.70(KN-m) Mx315 =-0.03 *(45.73-2.19)* 17.64 =-23.0(KN-m) ( 4 )竖直方向支座弯矩 My0 = Mx416 + Mx316 = -50.3(KN-m) - Mx416 =-0.11 *2.19 * 17.64 =-4.24(KN-m) Mx316 =-0.06 *(45.73-2.19)* 17.64 =-46.0(KN-m) 2.池内水压力作用下池壁内力 ( 1 )水平方向跨中弯矩 Mx312w = Sx312 * Pw * LX 2= 0.004 * 42 * 17.64 =2.96(KN-m) ( 2 )竖直方向跨中弯矩 Mx314w = Sx314 * Pw * LX 2= 0.025 * 42 * 17.64 =18.5(KN-m) ( 3 )水平方向支座弯矩 Mx315w = Sx315 * Pw * LX 2= -0.03 * 42 * 17.64 =-22.2(KN-m) ( 4 )竖直方向支座弯矩 Mx316w = Sx316 * Pw * LX 2= -0.06 * 42 * 17.64 =-44.4(KN-m) (B边)池壁内力计算 B / H0 =7000 /4200=1.6 由于 0.5 B / H0 2 故按三边固定、顶边简支双向板计算池壁内力 根据矩形板均布荷载作用下静力计算表采用插值法计算弯矩系数 1.池外（土、水）压力作用下池壁内力 ( 1 )水平方向跨中弯矩 Mx = Mx412 + Mx312 = 5.99(KN-m) - Mx412 =0.016 *2.19 * 17.64 =0.61(KN-m) Mx312 =0.007 *(45.73-2.19)* 17.64 =5.37(KN-m) ( 2 )竖直方向跨中弯矩 My = Mx414 + Mx314 = 18.0(KN-m) - Mx414 =0.049 *2.19 * 17.64 =1.89(KN-m) Mx314 =0.021 *(45.73-2.19)* 17.64 =16.1(KN-m) ( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 = -25.7(KN-m) - Mx415 =-0.07 *2.19 * 17.64 =-2.70(KN-m) Mx315 =-0.03 *(45.73-2.19)* 17.64 =-23.0(KN-m) ( 4 )竖直方向支座弯矩 My0 = Mx416 + Mx316 = -42.2(KN-m) - Mx416 =-0.10 *2.19 * 17.64 =-3.86(KN-m) Mx316 =-0.05 *(45.73-2.19)* 17.64 =-38.4(KN-m) 2.池内水压力作用下池壁内力 ( 1 )水平方向跨中弯矩 Mx312w = Sx312 * Pw * LX 2= 0.007 * 42 * 17.64 =5.18(KN-m) ( 2 )竖直方向跨中弯矩 Mx314w = Sx314 * Pw * LX 2= 0.021 * 42 * 17.64 =15.5(KN-m) ( 3 )水平方向支座弯矩 Mx315w = Sx315 * Pw * LX 2= -0.03 * 42 * 17.64 =-22.2(KN-m) ( 4 )竖直方向支座弯矩 Mx316w = Sx316 * Pw * LX 2= -0.05 * 42 * 17.64 =-37.0(KN-m) 裂缝宽度验算计算结果板的混凝土等级：C30受拉区主筋为二级钢筋，直径12mm，间距120mmMK=50.3KN-m，混凝土保护层厚度：C=30mm；板厚：350mmftk=2.01N/mm2；Es=200000N/mm2；h0=325mmATe=0.5bh；dEq=12.000mmTeAs/ATe=942/175000=0.005 取PTe=0.010SkMK/(0.87h0As)=188.8491.10.65fTk/TeSk= 0.408 取=0.408Wmax=2.1Sk(1.9C+0.08dEq/Te)/Es=0.12384mm裂缝宽度满足要求！计算结束时间：15:59:45/2008-09-01 SBR1 矩 形 水 池 计 算 = 设 计 资 料： 池顶活荷P1=1.5(KN/m2) 覆土厚度ht=0(mm) 池内水位Hw=5000(mm) 容许承载力R=90(KN/m2) 水池长度H=7750(mm) 水池宽度B=4000(mm) 池壁高度h0=5000(mm) 底板外伸C1=250(mm) 底板厚度h1=300(mm) 顶板厚度h2=0(mm) 垫层厚度h3= 100 (mm) 池壁厚度h4=350(mm) 地基承载力设计值R=90(KPa) 地下水位高于底板Hd=500(mm) 抗浮安全系数Kf = 1.10 _ 一.地基承载力验算 ( 1 )底板面积AR1 = (H + 2 * h4 + 2 * C1) * (B + 2 * h4 + 2 * C1) = ( 7.75 + 2 * 0.35 + 2 * 0.25 ) * ( 4 + 2 * 0.35 + 2 * 0.25 ) =46.54(m2) ( 2 )顶板面积AR2 = (H + 2 * h4) * (B + 2 * h4) = ( 7.75 + 2 * 0.35 ) * ( 4 + 2 * 0.35 ) =39.71(m2) ( 3 )池顶荷载Pg = P1 + ht * 18 = 1.5 + 0 * 18 =1.5 (KN/m2) ( 4 )池壁重量CB = 25 * (H + 2 * h4 + B) * 2 * H0 * h4 = 25 * ( 7.75 + 2 * 0.35 + 4 )* 2 * 5 * 0.35 =1089.(KN) ( 5 )底板重量DB1 = 25 * AR1 * h1 = 25 * 46.54 * 0.3 =349.0(KN) ( 6 )顶板重量DB2 = 25 * AR2 * h2 = 25 *39.71 * 0 =0 (KN) ( 7 )水池全重G = CB + DB1 + DB2 + Fk1 =1089.+349.0+0 +0 =1438 (KN) ( 8 )单位面积水重Pwg = (H * B * Hw * 10) / AR1 = ( 7.75 * 4 * 5 * 10) / 46.54 =33.30(KN/m2) ( 9 )单位面积垫层重Pd = 23 * h3 = 23 * 0.1 =2.3 (KN/m2) ( 10 )地基反力R0 = Pg + G / AR1 + Pwg + Pd =1.5 + 1438 / 46.54 + 33.30 + 2.3 = 68 (KN/m2) R0 = 68 (KN/m2) Kf * Fw= 349.8 (KN) 整体抗浮验算满足要求! 三.水池局部抗浮验算 池内无支柱,不需验算 四.荷 载 计 算 （1）池内水压Pw= rw * H0 = 10 * 5 = 50 (KN/m2) （2）池外土压Pt： 池壁顶端Pt2 = Pg + rt * (ht + h2) * Tan(45-/2) 2 = 1.5 + 18 * ( 0 + 0 ) * Tan(45-30/2) 2 = 0.49(KN/m2) 池壁底端Pt1 = Pg + rt * (ht + h2 + H0 - Hd) + rt * Hd * Tan(45-/2) 2 + 10 * Hd = 1.5 + 18 *( 0 + 0 + 5 - 0.5 )+10 * 0.5 * Tan(45-30/2)2 + 10 * 0.5 = 34.16(KN/m2) 池底荷载qD = Pg + (Fk1 + CB + DB2 ) / AR1 = 1.5 +(0 +1089.+0 ) / 46.54 = 24.89(KN/m2) 五.内 力 计 算 (H边)池壁内力计算 H / H0 =7750 /5000=1.5 由于 0.5 H / H0 3 故按三边固定、顶边自由双向板计算池壁内力 根据矩形板均布荷载作用下静力计算表采用插值法计算弯矩系数 1.池外（土、水）压力作用下池壁内力 ( 1 )水平方向跨中弯矩 Mx = Mx401 + Mx303 = 10.5(KN-m) - Mx401 =0.016 *0.49 * 60.0625 =0.47(KN-m) Mx303 =0.005 *(34.16-0.49)* 60.0625 =10.1(KN-m) ( 2 )竖直方向跨中弯矩 My = Mx402 + Mx304 = 10.3(KN-m) - Mx402 =0.007 *0.49 * 60.0625 =0.20(KN-m) Mx304 =0.005 *(34.16-0.49)* 60.0625 =10.1(KN-m) ( 3 )水平方向支座弯矩 Mzx = Mx403 + Mx305 = -33.5(KN-m) - Mx403 =-0.041 *0.49 * 60.0625 =-1.2(KN-m) Mx305 =-0.016 *(34.16-0.49)* 60.0625 =-32.3(KN-m) ( 4 )竖直方向支座弯矩 Mzy = Mx404 + Mx306 = -50.1(KN-m) - Mx404 =-0.054 *0.49 * 60.0625 =-1.5(KN-m) Mx306 =-0.024 *(34.16-0.49)* 60.0625 =-48.5(KN-m) ( 5 )自由边支座弯矩 Mz0 = Mx405 + Mx301 = -26.1(KN-m) - Mx405 =-0.065 *0.49 * 60.0625 =-1.91(KN-m) Mx301 =-0.012 *(34.16-0.49)* 60.0625 =-24.(KN-m) ( 6 )自由边跨中弯矩 Mx0 = Mx406 + Mx302 = 17.12(KN-m) - Mx406 =0.032 *0.49 * 60.0625 =0.941(KN-m) Mx302 =0.008 *(34.16-0.49)* 60.0625 =16.1(KN-m) 2.池内水压力作用下池壁内力 ( 1 )壁顶自由边支座弯矩 Mx301w = Sx301 * Pw * H 2= -0.012 * 50 * 60.0625 =-36.(KN-m) ( 2 )壁顶自由边跨中弯矩 Mx302w = Sx302 * Pw * H 2= 0.008 * 50 * 60.0625 =24.0(KN-m) ( 3 )水平方向跨中弯矩 Mx303w = Sx303 * Pw * H 2= 0.005 * 50 * 60.0625 =15.0(KN-m) ( 4 )竖直方向跨中弯矩 Mx304w = Sx304 * Pw * H 2= 0.005 * 50 * 60.0625 =15.0(KN-m) ( 5 )水平方向支座弯矩 Mx305w = Sx305 * Pw * H 2= -0.016 * 50 * 60.0625 =-48.0(KN-m) ( 6 )竖直方向支座弯矩 Mx306w = Sx306 * Pw * H 2= -0.024 * 50 * 60.0625 =-72.0(KN-m) (B边)池壁内力计算 B / H0 =4000 /5000=0.8 由于 0.5 B / H0 3 故按三边固定、顶边自由双向板计算池壁内力 根据矩形板均布荷载作用下静力计算表采用插值法计算弯矩系数 1.池外（土、水）压力作用下池壁内力 ( 1 )水平方向跨中弯矩 Mx = Mx401 + Mx303 = 8.34(KN-m) - Mx401 =0.034 *0.49 * 16 =0.26(KN-m) Mx303 =0.015 *(34.16-0.49)* 16 =8.08(KN-m) ( 2 )竖直方向跨中弯矩 My = Mx402 + Mx304 = 4.41(KN-m) - Mx402 =0.013 *0.49 * 16 =0.10(KN-m) Mx304 =0.008 *(34.16-0.49)* 16 =4.30(KN-m) ( 3 )水平方向支座弯矩 Mzx = Mx403 + Mx305 = -18.8(KN-m) - Mx403 =-0.073 *0.49 * 16 =-0.5(KN-m) Mx305 =-0.034 *(34.16-0.49)* 16 =-18.3(KN-m) ( 4 )竖直方向支座弯矩 Mzy = Mx404 + Mx306 = -20.9(KN-m) - Mx404 =-0.056 *0.49 * 16 =-0.4(KN-m) Mx306 =-0.038 *(34.16-0.49)* 16 =-20.4(KN-m) ( 5 )自由边支座弯矩 Mz0 = Mx405 + Mx301 = -2.09(KN-m) - Mx405 =-0.061 *0.49 * 16 =-0.47(KN-m) Mx301 =-0.003 *(34.16-0.49)* 16 =-1.6(KN-m) ( 6