矩形水池计算设计资料：池顶活荷P1=2.0(KN/m^2) 覆土厚度ht=500(mm)池内水位Hw=4000(mm) 容许承载力R=150(KN/m^2)水池长度H=5000(mm) 水池宽度B=4000(mm)池壁高度h0=4000(mm) 底板外伸C1=200(mm)底板厚度h1=300(mm) 顶板厚度h2=150(mm)垫层厚度h3= 100 (mm) 池壁厚度h4=200(mm)地基承载力设计值R=150(KPa)地下水位高于底板Hd=2000(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)= (5 + 2 * 0.2+2 * 0.2 ) * ( 4 + 2 * 0.2 + 2 * 0.2 )=27.84(m^2)( 2 )顶板面积AR2 = (H + 2 * h4) * (B + 2 * h4)= ( 5 + 2 * 0.2 ) * ( 4 + 2 * 0.2 )=23.76(m^2)( 3 )池顶荷载Pg = P1 + ht * 18= 2.0 + 0.5 * 18=11 (KN/m^2)( 4 )池壁重量CB = 25 * (H + 2 * h4 + B) * 2 * H0 * h4= 25 * ( 5 + 2 * 0.2 + 4 )* 2 * 4 * 0.2 =376 (KN)( 5 )底板重量DB1 = 25 * AR1 * h1= 25 * 27.84 * 0.3=208.8(KN)( 6 )顶板重量DB2 = 25 * AR2 * h2= 25 *23.76 * 0.15=89.1 (KN)( 7 )水池全重G = CB + DB1 + DB2 + Fk1=376 +208.8+89.1 +0=673.9 (KN)( 8 )单位面积水重Pwg = (H * B * Hw * 10) / AR1= ( 5 * 4 * 4 * 10) / 27.84=28.73(KN/m^2)( 9 )单位面积垫层重Pd = 23 * h3= 23 * 0.1=8.26(KN/m^2)( 10 )地基反力R0 = Pg + G / AR1 + Pwg + Pd=11 + 673.9 / 27.84 + 28.73 + 8.26= 72 (KN/m^2)R0 = 72 (KN/m^2) < R = 150(KN /m^2) 地基承载力满足要求!二.水池整体抗浮验算底板外伸部分回填土重Fkt=[(H + 2 * h4 + 2 * C1) + (B + 2 * h4)] * 2 * C1 * H0 * 16=[( 5 + 2 * 0.2 + 2 * 0.2 ) + ( 4 + 2 * 0.2 )]* 2 * 0.2 * 4 * 16=261.1(KN)抗浮全重Fk = G + ht * AR2 * 16+ Fkt (抗浮时覆土容重取16KN/m^3)= 673.9 + 0.5 *23.76 * 16 +261.1= 1095 (KN)总浮力Fw = AR2 * (Hd + h1) * 10= 23.76 * ( 2 + 0.3 ) * 10= 546 (KN)Fk= 1095 (KN) > Kf * Fw= 600.6 (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 * 4 = 40 (KN/m^2)（2）池外土压Pt：池壁顶端Pt2 = [Pg + rt * (ht + h2)] * [Tan(45-φ/2) ^ 2]= [11 + 18 * (0.5 +0.15 )] *[Tan(45-30/2) ^ 2]= 7.56(KN/m^2)池壁底端Pt1 = [Pg + rt * (ht + h2 + H0 - Hd) + rt * Hd] * [Tan(45-φ/2) ^ 2] + 10 * Hd= [11 + 18 *( 0.5 + 0.15 + 4 - 2 )+10 * 2 ] * [Tan(45-30/2)^2] + 10 * 2= 46.23(KN/m^2)池底荷载qD = Pg + (Fk1 + CB) / AR2= 11 +(0 +376 ) / 23.76= 24.50(KN/m^2)五.内力计算(H边)池壁内力计算H / H0 =5000 /4000=1.2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 =8.89(KN-m)-----------------------------------------------------Mx412 =0.0224 *7.56 * 16 =2.70(KN-m)Mx312 =0.01 *(46.23-7.56)* 16 =6.18(KN-m)( 2 )竖直方向跨中弯矩 My = Mx414 + Mx314 =12.6(KN-m)-----------------------------------------------------Mx414 =0.0311 *7.56 * 16 =3.76(KN-m)Mx314 =0.0144 *(46.23-7.56)* 16 =8.90(KN-m) ( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 =-31.9(KN-m)-----------------------------------------------------Mx415 =-0.070 *7.56 * 16 =-8.46(KN-m)Mx315 =-0.038 *(46.23-7.56)* 16 =-23.5(KN-m) ( 4 )竖直方向支座弯矩 My0 = Mx416 + Mx316 =-37.1(KN-m)-----------------------------------------------------Mx316 =-0.045 *(46.23-7.56)* 16 =-27.8(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= 0.01 * 40 * 16 =6.4 (KN-m)( 2 )竖直方向跨中弯矩 Mx314w = Sx314 * Pw * LX ^ 2= 0.0144 * 40 * 16 =9.21(KN-m)( 3 )水平方向支座弯矩 Mx315w = Sx315 * Pw * LX ^ 2= -0.038 * 40 * 16 =-24.3(KN-m)( 4 )竖直方向支座弯矩 Mx316w = Sx316 * Pw * LX ^ 2= -0.045 * 40 * 16 =-28.8(KN-m)(B边)池壁内力计算B / H0 =4000 /4000=1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 =9.29(KN-m)-----------------------------------------------------Mx312 =0.0105 *(46.23-7.56)* 16 =6.49(KN-m) ( 2 )竖直方向跨中弯矩 My = Mx414 + Mx314 =8.05(KN-m)-----------------------------------------------------Mx414 =0.018 *7.56 * 16 =2.17(KN-m)Mx314 =0.0095 *(46.23-7.56)* 16 =5.87(KN-m) ( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 =-24.5(KN-m)-----------------------------------------------------Mx415 =-0.06 *7.56 * 16 =-7.25(KN-m)Mx315 =-0.028 *(46.23-7.56)* 16 =-17.3(KN-m) ( 4 )竖直方向支座弯矩 My0 = Mx416 + Mx316 =-27.6(KN-m)-----------------------------------------------------Mx416 =-0.055 *7.56 * 16 =-6.65(KN-m)Mx316 =-0.034 *(46.23-7.56)* 16 =-21.0(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= 0.0105 * 40 * 16 =6.72(KN-m)( 2 )竖直方向跨中弯矩 Mx314w = Sx314 * Pw * LX ^ 2= 0.0095 * 40 * 16 =6.08(KN-m)( 3 )水平方向支座弯矩 Mx315w = Sx315 * Pw * LX ^ 2= -0.028 * 40 * 16 =-17.9(KN-m)( 4 )竖直方向支座弯矩 Mx316w = Sx316 * Pw * LX ^ 2= -0.034 * 40 * 16 =-21.7(KN-m)六 .池壁配筋计算长边配筋短边配筋七 .底板配筋八 .顶板配筋配筋图【略】。