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矩形水池计算（脱盐水站）1水池类型判别a=5.3a/H=1.28b=8.3b/H=2.00H=4.15a/H2.0(3.0)浅水池无顶盖时为:3.0b/H2.0(3.0)a/H0.5深水池b/H0.50.5≤a/H≤2.0(3.0)双向板式水池无顶盖时为:3.00.5≤b/H≤2.0(3.0)}}}}2水池荷载计算①水池满水情况:H=4.2mr=10KN/m3P0=r*H42KN/m2②水池无水、池外有土情况:土层情况r=rw*ds*(1+w)/(1+e)19.819.5KN/m3ds=2.7g/cm3ω=18.60%e=0.616rw=10KN/m3ρ=19.9g/cm3φ=15.5?c=44.9Kpa?π=3.141592654E土=σ土=r*H*tg2(450-φ/2)48.147.4KN/m2tg2(450-φ/2)=0.578σ土=r*H*Ka48.948.1KN/m2Ka=0.587考虑粘性土的粘聚力σ土=r*H*tg2(450-φ/2)-2ctg(450-φ/2）-20.2-20.9KN/m22ctg(450-φ/2)=68.3σ土=r*H*Ka-2CKa1/2-19.9-20.7KN/m22CKa1/268.8注:根据以上计算取:σ土=σ水=50KPa3池壁内力计算（采用简化法）⑴查表1.2.3-29,三边固定顶边简支板在三角形侧向荷载作用下的弯矩系数,并代入公式:M=系数XqL2.注:当泊松比μ1=1/6,而表中μ=0时,板的挠度及支座中点弯矩仍可按表中系数计算，而求其跨内弯矩时,可按下式求得:(Mx)1=(Mx)0+μ1(My)0(My)1=(My)0+μ1(Mx)0池壁ILx5.3mLy4.15m池壁IILx8.3mLy4.15mq=50KpaqLy2=861.13单块壁板弯矩值计算弯矩系数mx0弯矩系数my0M支X=mx0qL2M支y=my0qL2⑵棱边节点的不平衡弯矩△MA=△MB=△MC=△MD=2.58KN.M⑶分配系数型节点A:rAB=iAB/(iAB+iAC)0.39rAC=iAC/(iAB+iAC)0.61⑷节点弯矩计算30.60KN.M30.60KN.M支座弯矩(KN.M)μ=00.03370.046529.02壁板类型Lx/LyLy/Lx池壁I1.280.7840.04池壁II2.000.500.03670.062231.6053.56M支XII-M支XIMAB=M支XII-△MA*rAB=MAC=M支XI+△MC*rAC=⑸跨中弯矩计算△MAB=1/2(MAB-M支XII+MBA-M支XII)-1.01KN.M△MAC=1/2(MAC-M支XI+MCA-M支XI)1.58KN.MM中ABX=M中XII+△MAB8.41KN.MM中ACX=M中XI+△MAC8.91KN.M⑹垂直向弯矩计算（不调整）M支YI40.04KN.MM中YI14.22KN.MM支YII53.56KN.MM中YII22.33KN.M⑺水平轴力计算①池壁边缘剪力计算查表3.2-10得出:池壁IQ=0.25qH51.9KN/M池壁IIQ=0.25qH51.9KN/M②水平轴力计算NAB=QAC51.9KN/MNAC=QAB51.9KN/M4池底板计算⑴设计资料①计算简图（见前）因LXII/LXI=8.3/5.3=1.57《2故池底板按双向板计算②计算数据a.混凝土:C20.II级刚.c.地基承载力f=1.1fk=1.1*130=143b.rw=10KN/m2③荷载计算a.由前计算可知:M支YI40.04KN.MM支YII53.56KN.Mb.水池自重及池内水重恒载:顶板自重:G1=25*0.25*5.6*8.6=301.00KN池壁自重:G2=25*0.3*3.9*(2*5.6+2*8.0)=795.60KN池顶泵重:G3=55.00KNΣ1101.60KN底板自重:G4=25*0.5*5.6*8.6=602.00KN池内水重:G5=20*3.9*5.0*8.0=3120.00KN活载:G6=3*5.6*8.0=134.40KNΣ4958.00KN⑵地基承载力验算:P=ΣG/A102.9KPa143KPa实取A=6.2x9.2则P=ΣG/A86.9Kpa⑶内力计算:①自重作用下:q1=(G1+G2+G3+G6)/(6.2*9.2)21.7KpaLx/Ly=5.3/8.30.64查表1.2.3-1M底中x=mx*q1*Lx2=0.0750x22x5.3246.3M底中y=my*q1*Lx2=0.0271x22x5.3216.7②支座弯矩:M支YI40.04KN.MM支YII53.56KN.M弯矩系数mx弯矩系数myM中X‘=mxqL2M中y’=myqL2M中X=M中x‘+μM中Y’M中y=M中y‘+μM中x’μ=1/6跨中弯矩(KN.M)0.1666666670.1666666670.00970.01490.00440.02523.7921.707.4122.338.3512.8310.4914.22单块壁板弯矩值计算壁板类型Lx/LyLy/Lxμ=0支座弯矩池壁I池壁IILy/LxMx△r/0.05△s-Ly/Lx△α=(△r/0.05)*(△s-Ly/Lx)α=M+△α0.780.00940.0099Ly/LxMy△r/0.05△s-Ly/Lx△α=(△r/0.05)*(△s-Ly/Lx)α=M-△α0.780.0160.0142Ly/LxMx0△r/0.05△s-Ly/Lx△α=(△r/0.05)*(△s-Ly/Lx)α=M-△α0.780.03430.0333Ly/LxMy0△r/0.05△s-Ly/Lx△α=(△r/0.05)*(△s-Ly/Lx)α=M-△α0.780.04830.04530.0360.030.001080.01490.010.030.00030.00970.060.030.00180.04650.020.030.00060.0337