贮液池或者地下水池结构设计

矩形水池计算

============================================================================ 设计资料：

池顶活荷P1=2(KN/m^2) 覆土厚度ht=500(mm) 池内水位Hw=5000(mm) 容许承载力R=200(KN/m^2) 水池长度H=6000(mm) 水池宽度B=6000(mm) 池壁高度h0=5000(mm) 底板外伸C1=300(mm) 底板厚度h1=300(mm) 顶板厚度h2=100(mm) 垫层厚度h3= 100 (mm) 池壁厚度h4=300(mm) 地基承载力设计值R=200(KPa)

地下水位高于底板Hd=4900(mm) 抗浮安全系数Kf = 1.05

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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)

= ( 6 + 2 * .3 + 2 * .3 ) * ( 6 + 2 * .3 + 2 * .3 )

=51.84(m^2)

( 2 )顶板面积AR2 = (H + 2 * h4) * (B + 2 * h4)

= ( 6 + 2 * .3 ) * ( 6 + 2 * .3 )

=43.56(m^2)

( 3 )池顶荷载Pg = P1 + ht * 18

= 2 + .5 * 18

=11 (KN/m^2)

( 4 )池壁重量CB = 25 * (H + 2 * h4 + B) * 2 * H0 * h4

= 25 * ( 6 + 2 * .3 + 6 )* 2 * 5 * .3

=945 (KN)

( 5 )底板重量DB1 = 25 * AR1 * h1

= 25 * 51.84 * .3

=388.8(KN)

( 6 )顶板重量DB2 = 25 * AR2 * h2

= 25 *43.56 * .1

=108.9(KN)

( 7 )水池全重G = CB + DB1 + DB2 + Fk1

=945 +388.8+108.9 +0

=1442.7(KN)

( 8 )单位面积水重Pwg = (H * B * Hw * 10) / AR1

= ( 6 * 6 * 5 * 10) / 51.84

=34.72(KN/m^2)

( 9 )单位面积垫层重Pd = 23 * h3

= 23 * .1

=4.43(KN/m^2)

( 10 )地基反力R0 = Pg + G / AR1 + Pwg + Pd

=11 + 1442.7 / 51.84 + 34.72 + 4.43

= 78 (KN/m^2)

R0 = 78 (KN/m^2) < R = 200(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 =[( 6 + 2 * .3 + 2 * .3 ) + ( 6 + 2 * .3 )]* 2 * .3 * 5 * 16 =662.4(KN)

抗浮全重Fk = G + ht * AR2 * 16+ Fkt (抗浮时覆土容重取16KN/m^3)

= 1442.7+ .5 *43.56 * 16 +662.4

= 2393 (KN)

总浮力Fw = AR2 * (Hd + h1) * 10

= 43.56 * ( 4.9 + .3 ) * 10

= 2265 (KN)

Fk= 2393 (KN) < Kf * Fw= 2378 (KN) 整体抗浮能力满足要求

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/m^2)

（2）池外土压Pt：

池壁顶端Pt2 = [Pg + rt * (ht + h2)] * [Tan(45-/2) ^ 2]

= [11 + 18 * ( .5 + .1 )] * [Tan(45-20.36/2) ^ 2]

= 10.5(KN/m^2)

池壁底端Pt1 = [Pg + rt * (ht + h2 + H0 - Hd) + rt * Hd] * [Tan(45-/2) ^ 2] + 10 * Hd = [11 + 18 *( .5 + .1 + 5 - 4.9 )+10 * 4.9 ] * [Tan(45-20.36/2)^2] + 10 * 4.9

= 84.12(KN/m^2)

池底荷载qD = Pg + (Fk1 + CB) / AR2

= 11 +(0 +945 ) / 43.56

= 29.22(KN/m^2)

五.内力计算

(H边)池壁内力计算

H / H0 =6000 /5000=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 = 24.3(KN-m)

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Mx412 =.0218 *10.5 * 25 =5.72(KN-m)

Mx312 =.0101 *(84.12-10.5)* 25 =18.5(KN-m)

( 2 )竖直方向跨中弯矩 My = Mx414 + Mx314 = 33.6(KN-m)

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Mx414 =.0336 *10.5 * 25 =8.82(KN-m)

Mx314 =.0135 *(84.12-10.5)* 25 =24.8(KN-m)

( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 = -81.4(KN-m)

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Mx415 =-.072 *10.5 * 25 =-18.9(KN-m)

Mx315 =-.034 *(84.12-10.5)* 25 =-62.5(KN-m)

( 4 )竖直方向支座弯矩 My0 = Mx416 + Mx316 = -100.(KN-m)

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Mx416 =-.081 *10.5 * 25 =-21.2(KN-m)

Mx316 =-.043 *(84.12-10.5)* 25 =-79.1(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= .0101 * 50 * 25 =12.6(KN-m) ( 2 )竖直方向跨中弯矩 Mx314w = Sx314 * Pw * LX ^ 2= .0135 * 50 * 25 =16.8(KN-m) ( 3 )水平方向支座弯矩 Mx315w = Sx315 * Pw * LX ^ 2= -.034 * 50 * 25 =-42.5(KN-m) ( 4 )竖直方向支座弯矩 Mx316w = Sx316 * Pw * LX ^ 2= -.043 * 50 * 25 =-53.7(KN-m) (B边)池壁内力计算

六.配筋计算

(1)竖向分布筋计算

Mk=-100Kn-m,故M=140 Kn-m

HRB335级钢筋，C25混凝土

由此可知其配筋面积 As=1940 mm^2,实配 16-100（As=2010）

(2)水平分布筋计算

Mk=-81.4KN-m,故 M=114 Kn-m

HRB335级钢筋，C25混凝土

由此可知其配筋面积 As=1539 mm^2,实配 14-100（As=1546）

七.裂缝验算

(1)竖向裂缝计算

板的混凝土等级：C25

受拉区主筋为二级钢筋，直径16mm，间距100mm

MK=100KN-m，混凝土保护层厚度：C=35mm；板厚：300mm

ftk=1.78N/mm2；Es=200000N/mm2；h0=265mm

ATe=0.5bh；dEq=16.000mm

ρTe＝As/ATe=2009.6/150000=.013 取PTe=.013

σSk＝MK/(0.87×h0×As)=207.988

ψ＝1.1－0.65fTk/ρTe×σSk= .685 取ψ=.685

Wmax=2.1×σSk(1.9C+0.08dEq/ρTe)/Es=.24233mm

Wmax大于0.2，裂缝宽度不满足要求！