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  • 矩形水池的计算软件

    时间:2013-02-22来源: 未知 作者:土木工程网

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    矩形水池计算工具推荐软件工具:
     矩 形 水 池 计 算软件模拟计算结果显示
              ============================================================================
         设 计 资 料:
         池顶活荷P1=1.5(KN/m^2)   覆土厚度ht=500(mm)  池内水位Hw=2400(mm)  容许承载力R=90(KN/m^2)
         水池长度H=3000(mm)       水池宽度B=3000(mm)  池壁高度h0=2400(mm)  底板外伸C1=200(mm)
         底板厚度h1=200(mm)       顶板厚度h2=100(mm)  垫层厚度h3= 100 (mm)  池壁厚度h4=200(mm)
         地基承载力设计值R=90(KPa)
         支 柱 数n1=1       支柱截面尺寸a1 = 300(mm)
         地下水位高于底板Hd=500(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)
                         = ( 3  + 2 *  .2  + 2 *  .2 ) * (  3  + 2 *  .2  + 2 *  .2 )
                         =14.44(m^2)
        ( 2 )顶板面积AR2 = (H + 2 * h4) * (B + 2 * h4)
                         = ( 3  + 2 *  .2 ) * (  3  + 2 *  .2 )
                         =11.56(m^2)
        ( 3 )支柱重量Fk1 = 25 * a1 * a1 * H0 * n1
                         = 25 *  .3  *  .3  *  2.4  * 1
                         =5.4  (KN)
        ( 4 )池顶荷载Pg = P1 + ht * 18
                        = 1.5 +   .5  * 18
                        =10.5 (KN/m^2)
        ( 5 )池壁重量CB = 25 * (H + 2 * h4 + B) * 2 * H0 * h4
                        = 25 * ( 3  + 2 *  .2  +  3 )* 2 *  2.4  *  .2
                        =153.6(KN)
        ( 6 )底板重量DB1 = 25 * AR1 * h1
                         = 25 * 14.44 *  .2
                         =72.2 (KN)
        ( 7 )顶板重量DB2 = 25 * AR2 * h2
                         = 25 *11.56 *  .1
                         =28.9 (KN)
        ( 8 )水池全重G = CB + DB1 + DB2 + Fk1
                       =153.6+72.2 +28.9  +5.4 
                       =260.1 (KN)
        ( 9 )单位面积水重Pwg = (H * B * Hw * 10) / AR1
                             = ( 3  *  3  *  2.4  * 10) / 14.44
                             =14.95(KN/m^2)
        ( 10 )单位面积垫层重Pd = 23 * h3 
                               = 23 *  .1
                               =.159(KN/m^2)
        ( 11 )地基反力R0 = Pg + G / AR1 + Pwg + Pd
                         =10.5  + 260.1  / 14.44 + 14.95 + .159
                         = 44 (KN/m^2)
                R0 =  44 (KN/m^2) < R = 90(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
                                     =[( 3 + 2 * .2 + 2 * .2 ) + ( 3 + 2 * .2 )]* 2 * .2 * 2.4 * 16
                                     =110.5(KN)
              抗浮全重Fk = G + ht * AR2 * 16+ Fkt (抗浮时覆土容重取16KN/m^3)
                         = 260.1 + .5  *11.56 * 16 +110.5
                         =  443 (KN)
              总 浮 力Fw = AR2 * (Hd + h1) * 10
                         = 11.56 * ( .5 + .2 ) * 10
                         =  81 (KN)
             Fk= 443 (KN) > Kf * Fw= 89.1 (KN)   整体抗浮验算满足要求!
        三.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 * .5  +25 * .2  +25 * .1 ) * 11.56 + 5.4  ] /11.56
                             =  16 (KN/m^2)
              局 部 浮 力Fw1 = 10 * ( Hd + h1 )
                             = 10 * ( .5  +  .2 )
                             =  7 (KN/m^2)
              G1= 16 (KN/m^2) > Fw1= 7 (KN/m^2)    水池局部抗浮验算满足要求!
        四.荷 载 计 算
             (1)池内水压Pw= rw * H0 = 10 *  2.4 = 24 (KN/m^2)
             (2)池外土压Pt:
              池壁顶端Pt2 = [Pg + rt * (ht + h2)] * [Tan(45-φ/2) ^ 2]
                          = [10.5 + 18 * ( .5  + .1 )] * [Tan(45-30/2) ^ 2]
                          = 7.09(KN/m^2)
              池壁底端Pt1 = [Pg + rt * (ht + h2 + H0 - Hd) + rt * Hd] * [Tan(45-φ/2) ^ 2] + 10 * Hd
                          = [10.5 + 18 *( .5 + .1 + 2.4 - .5 )+10 * .5 ] * [Tan(45-30/2)^2] + 10 * .5
                          = 25.16(KN/m^2)
              池底荷载qD = Pg + (Fk1 + CB) / AR2
                         = 10.5 +(5.4  +153.6) / 11.56
                         = 21.51(KN/m^2)
     
        五.内 力 计 算
        (H边)池壁内力计算
         H / H0 =3000 /2400=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 = 1.95(KN-m)
                    -----------------------------------------------------
                    Mx412 =.0224 *7.09 * 5.76 =.914(KN-m)
                    Mx312 =.01   *(25.16-7.09)* 5.76 =1.04(KN-m)
               ( 2 )竖直方向跨中弯矩  My = Mx414 + Mx314 = 2.76(KN-m)
                    -----------------------------------------------------
                    Mx414 =.0311 *7.09 * 5.76 =1.27(KN-m)
                    Mx314 =.0144 *(25.16-7.09)* 5.76 =1.49(KN-m)
               ( 3 )水平方向支座弯矩 Mx0 = Mx415 + Mx315 = -6.81(KN-m)
                    -----------------------------------------------------
                    Mx415 =-.070 *7.09 * 5.76 =-2.85(KN-m)
                    Mx315 =-.038 *(25.16-7.09)* 5.76 =-3.95(KN-m)
               ( 4 )竖直方向支座弯矩 My0 = Mx416 + Mx316 = -7.82(KN-m)
                    -----------------------------------------------------
                    Mx416 =-.077 *7.09 * 5.76 =-3.14(KN-m)
                    Mx316 =-.045 *(25.16-7.09)* 5.76 =-4.68(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= .01   * 24  *  5.76 =1.38(KN-m)
               ( 2 )竖直方向跨中弯矩    Mx314w = Sx314 * Pw * LX ^ 2= .0144 * 24  *  5.76 =1.99(KN-m)
               ( 3 )水平方向支座弯矩    Mx315w = Sx315 * Pw * LX ^ 2= -.038 * 24  *  5.76 =-5.25(KN-m)
               ( 4 )竖直方向支座弯矩    Mx316w = Sx316 * Pw * LX ^ 2= -.045 * 24  *  5.76 =-6.22(KN-m)
        (B边)池壁内力计算
         由于B边池壁长度与H边相同,故计算从略,内力计算结果参见H边池壁计算。
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