矩 形 水 池 计 算.doc

1、 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

2、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)(

3、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=

4、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

5、.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) 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 (

6、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 )

7、/ 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-

8、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 +

9、 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

10、 =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 *

11、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

12、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

13、)( 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

14、-m)-Mx405 =-0.061 *0.49 * 16 =-0.47(KN-m)Mx301 =-0.003 *(34.16-0.49)* 16 =-1.6(KN-m)( 6 )自由边跨中弯矩 Mx0 = Mx406 + Mx302 = 4.646(KN-m)-Mx406 =0.043 *0.49 * 16 =0.337(KN-m)Mx302 =0.008 *(34.16-0.49)* 16 =4.30(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 * B 2= -0.003 * 50 * 16 =-2.4(KN-m)( 2 )壁顶

15、自由边跨中弯矩 Mx302w = Sx302 * Pw * B 2= 0.008 * 50 * 16 =6.4 (KN-m)( 3 )水平方向跨中弯矩 Mx303w = Sx303 * Pw * B 2= 0.015 * 50 * 16 =12 (KN-m)( 4 )竖直方向跨中弯矩 Mx304w = Sx304 * Pw * B 2= 0.008 * 50 * 16 =6.4 (KN-m)( 5 )水平方向支座弯矩 Mx305w = Sx305 * Pw * B 2= -0.034 * 50 * 16 =-27.2(KN-m)( 6 )竖直方向支座弯矩 Mx306w = Sx306 * Pw

16、 * B 2= -0.038 * 50 * 16 =-30.4(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 14mm，间距 120mmMK=72KN-m，混凝土保护层厚度：C=30mm；板厚：350mmftk=2.01N/mm2；Es=200000N/mm 2；h0=325mmATe=0.5bh；d Eq=14.000mm TeAs/A Te=1282.167/175000=0.007 取 PTe=0.010 SkM K/(0.87h0As)=198.6031.10.65f Tk/ Te Sk= 0.442 取 =0.442Wmax=2.1Sk(1.9C+0.08dEq/Te)/Es=0.15582mm裂缝宽度满足要求！【计算结束时间：2008-9-1 下午 03:52:22 】