水池设计

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)

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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)

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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)

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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)

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