水池计算
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矩形水池计算
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设计资料：
池顶活荷P1=4(KN/m^2) 覆土厚度ht=500(mm) 池内水位Hw=2700(mm) 容许承载力R=100(KN/m^2)
水池长度H=20000(mm) 水池宽度B=4500(mm) 池壁高度h0=2700(mm) 底板外伸C1=0(mm)
底板厚度h1=300(mm) 顶板厚度h2=300(mm) 垫层厚度h3= 100 (mm) 池壁厚度h4=250(mm)
地基承载力设计值R=100(KPa)
地下水位高于底板Hd=1000(mm) 抗浮安全系数Kf = 1.10
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一.地基承载力验算
( 1 )底板面积AR1 = (H + 2 * h4 + 2 * C1) * (B + 2 * h4 + 2 * C1)
= ( 20 + 2 * .25 + 2 * 0 ) * ( 4.5 + 2 * .25 + 2 * 0 )
=102.5(m^2)
( 2 )顶板面积AR2 = (H + 2 * h4) * (B + 2 * h4)
= ( 20 + 2 * .25 ) * ( 4.5 + 2 * .25 )
=102.5(m^2)
( 3 )池顶荷载Pg = P1 + ht * 18
= 4 + .5 * 18
=13 (KN/m^2)
( 4 )池壁重量CB = 25 * (H + 2 * h4 + B) * 2 * H0 * h4
= 25 * ( 20 + 2 * .25 + 4.5 )* 2 * 2.7 * .25
=843.7(KN)
( 5 )底板重量DB1 = 25 * AR1 * h1
= 25 * 102.5 * .3
=768.7(KN)
( 6 )顶板重量DB2 = 25 * AR2 * h2
= 25 *102.5 * .3
=768.7(KN)
( 7 )水池全重G = CB + DB1 + DB2 + Fk1
=843.7+768.7+768.7 +0
=2381.1(KN)
( 8 )单位面积水重Pwg = (H * B * Hw * 10) / AR1
= ( 20 * 4.5 * 2.7 * 10) / 102.5
=23.70(KN/m^2)
( 9 )单位面积垫层重Pd = 23 * h3
= 23 * .1
=2.24(KN/m^2)
( 10 )地基反力R0 = Pg + G / AR1 + Pwg + Pd
=13 + 2381.1 / 102.5 + 23.70 + 2.24
= 62 (KN/m^2)
R0 = 62 (KN/m^2) < R = 100(KN /m^2) 地基承载力满足要求!
二.水池整体抗浮验算
抗浮全重Fk = G + ht * AR2 * 16+ Fkt (抗浮时覆土容重取16KN/m^3)
= 2381.1+ .5 *102.5 * 16 +0
= 3101 (KN)
总浮力Fw = AR2 * (Hd + h1) * 10
= 102.5 * ( 1 + .3 ) * 10
= 1332 (KN)
Fk= 3101 (KN) > Kf * Fw= 1465.2 (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 * 2.7 = 27 (KN/m^2)
（2）池外土压Pt：
池壁顶端Pt2 = [Pg + rt * (ht + h2)] * [Tan(45-φ/2) ^ 2]
= [13 + 18 * ( .5 + .3 )] * [Tan(45-30/2) ^ 2]
= 9.13(KN/m^2)
池壁底端Pt1 = [Pg + rt * (ht + h2 + H0 - Hd) + rt * Hd] * [Tan(45-φ/2) ^ 2] + 10 * Hd = [13 + 18 *( .5 + .3 + 2.7 - 1 )+10 * 1 ] * [Tan(45-30/2)^2] + 10 * 1
= 32.66(KN/m^2)
池底荷载qD = Pg + (Fk1 + CB) / AR2
= 13 +(0 +843.7) / 102.5
= 21.23(KN/m^2)
五.内力计算
(B边)池壁内力计算
B / H0 =4500 /2700=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 = 2.28(KN-m)
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Mx412 =.016 *9.13 * 7.29 =1.06(KN-m)
Mx312 =.0071 *(32.66-9.13)* 7.29 =1.21(KN-m)
( 2 )竖直方向跨中弯矩 My = Mx414 + Mx314 = 7.00(KN-m)
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Mx414 =.0493 *9.13 * 7.29 =3.28(KN-m)
Mx314 =.0217 *(32.66-9.13)* 7.29 =3.72(KN-m)
( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 = -11.3(KN-m)
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Mx415 =-.077 *9.13 * 7.29 =-5.12(KN-m)