堤防滲流計(jì)算.doc

堤防滲流計(jì)算（有詳細(xì)的計(jì)算過程和程序）根據(jù)堤防工程設(shè)計(jì)規(guī)范GB50286-98附錄E.2.1不透水堤基均質(zhì)土堤下游無排水設(shè)備或有貼坡式排水項(xiàng)目計(jì)算式數(shù)值單位備注上游坡度m1=3=3/1:m1下游坡度m2=3=3/1:m2堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m上游水位1=24.8=24.8m下游水位2=18=18m滲透系數(shù)k=1.00E-05=1.00E-05m/s堤身高度H=27-17=10m上游水深H1=24.8-17=7.8m下游水深H2=18-17=1mL=(27-24.8)3+6+103=42.6m上有水面至下游堤腳L=37.8/(23+1)=3.343mm1H1/(2m1+1)L1=42.6+3.343=45.943mL+L試算法計(jì)算逸出高度h0，假設(shè)h0的試算范圍h01h02，計(jì)算的步長以及精度h01=1=1mh02=10=10m步長=0.02=0.02m精度=0.01=0.01m試算得到h0=2.54=2.54m手動輸入q/k=(7.82-2.542)/(2(45.943-32.54)=0.7096mq/k=0.7047=0.7047m平均q/k=(0.7096+0.7047)/2=0.7072m平均滲流量q=0.70720.00001=7.07E-06m3/s/m浸潤線方程y=SQRT(6.4516+1.4144x)下游壩坡最大滲出坡降J=1/3=0.333/1/m2附錄E.2.2不透水堤基均質(zhì)土堤下游設(shè)褥墊式排水 項(xiàng)目計(jì)算式數(shù)值單位備注上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m上游水位1=24.8=24.8m下游水位2=18=18m褥墊長度Lr=5=5m到下游堤腳滲透系數(shù)k=1.00E-05=1.00E-05m/s堤身高度H=27-17=10m上游水深H1=24.8-17=7.8m下游水深H2=18-17=1mL=(27-24.8)3+6+105-5=57.6m上游水面至褥墊L=37.8/(23+1)=3.343mm1H1/(2m1+1)L1=57.6+3.343=60.943mL+L逸出高度h0=SQRT(60.9432+7.82)-60.943=0.497m排水體工作長度a0=0.497/2=0.249mh0/2q/k=0.497=0.497mh0滲流量q=0.4970.00001=4.97E-06m3/s/m浸潤線方程y=SQRT(0.247-0.994x)下游壩坡最大滲出坡降J=1/5=0.2/1/m2附錄E.2.3不透水堤基均質(zhì)土堤下游設(shè)棱體排水 項(xiàng)目計(jì)算式數(shù)值單位備注上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m上游水位1=24.8=24.8m下游水位2=18=18m棱體頂高程=19=19m到下游堤腳棱體臨水坡坡率m3=2=2/1:m3滲透系數(shù)k=1.00E-05=1.00E-05m/s堤身高度H=27-17=10m棱體高度HL=19-17=2m上游水深H1=24.8-17=7.8m下游水深H2=18-17=1mL=(27-24.8)3+6+105-25-22=48.6m上游水面至棱體L=37.8/(23+1)=3.343mm1H1/(2m1+1)L1=48.6+3.343=51.943mL+L系數(shù)c=1.115=1.115/與m3有關(guān)逸出高度h0=1+SQRT(1.11551.943)2+(7.8-1)2)-1.11551.943=1.398mq/k=(7.82+1.3982)/(251.943)=0.604m滲流量q=0.6040.00001=6.04E-06m3/s/m浸潤線方程y=SQRT(1.9544-1.208x)下游壩坡最大滲出坡降J=1/5=0.2/1/m2附錄E.3.1透水堤基無排水 附錄E.3.1透水堤基均質(zhì)土堤下游無排水設(shè)備或有貼坡式排水項(xiàng)目計(jì)算式數(shù)值單位備注1.計(jì)算參數(shù)上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m透水地基底高程底=7=7m不透水地基頂高程上游水位1=24.8=24.8m下游水位2=18=18m滲透系數(shù)k=1.00E-05=1.00E-05m/s堤基滲透系數(shù)k0=5.00E-05=5.00E-05m/s2.不透水堤基對應(yīng)滲流量計(jì)算堤身高度H=27-17=10m上游水深H1=24.8-17=7.8m下游水深H2=18-17=1mL=(27-24.8)3+6+105=62.6m上有水面至下游堤腳L=37.8/(23+1)=3.343mm1H1/(2m1+1)L1=62.6+3.343=65.943mL+L試算法計(jì)算逸出高度h0，假設(shè)h0的試算范圍h01h02，計(jì)算的步長以及精度h01=1=1mh02=10=10m步長=0.02=0.02m精度=0.01=0.01m試算得到h0=2.54=2.8m程序計(jì)算q/k=(7.82-2.82)/(2(65.943-52.8)=0.5102mq/k=0.5011=0.5011m平均q/k=(0.5102+0.5011)/2=0.5057m平均滲流量qD=0.50570.00001=5.06E-06m3/s/m浸潤線方程y=SQRT(7.84+1.0114x)下游壩坡最大滲出坡降J=1/5=0.2/1/m23.堤基滲流量計(jì)算透水地基厚度T=17-7=10m堤基滲流量q基=0.00005(7.8-1)10/(62.6+57.8+0.8810)=3.08E-05m3/s/m4.總滲流量=0.00000506+0.0000308=3.59E-05m3/s/m5.浸潤線計(jì)算h01=1=1mh02=10=10m步長=0.001=0.001m精度=0.001=0.001m試算得到h0=2.0361=1.894m程序計(jì)算q“=3.55212E-05=3.55E-05m3/s/m浸潤線方程x=14.0766(y-1.894)+0.1408(y2-3.5872)附錄E.3.2透水堤基均質(zhì)土堤下游設(shè)褥墊式排水 項(xiàng)目計(jì)算式數(shù)值單位備注1.計(jì)算參數(shù)上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m透水地基底高程底=7=7m不透水地基頂高程上游水位1=24.8=24.8m下游水位2=18=18m褥墊長度Lr=5=5m到下游堤腳滲透系數(shù)k=1.00E-05=1.00E-05m/s堤基滲透系數(shù)k0=5.00E-05=5.00E-05m/s2.不透水堤基對應(yīng)滲流量計(jì)算堤身高度H=27-17=10m上游水深H1=24.8-17=7.8m下游水深H2=18-17=1mL=(27-24.8)3+6+105-5=57.6m上游水面至褥墊L=37.8/(23+1)=3.343mm1H1/(2m1+1)L1=57.6+3.343=60.943mL+L逸出高度h0=SQRT(60.9432+7.82)-60.943=0.497m排水體工作長度a0=0.497/2=0.249mh0/2q/k=0.497=0.497mh0滲流量qD=0.4970.00001=4.97E-06m3/s/m浸潤線方程y=SQRT(0.247-0.994x)下游壩坡最大滲出坡降J=1/5=0.2/1/m22.堤基滲流量計(jì)算透水地基厚度T=17-7=10m堤基滲流量q基=0.00005(7.8-1)10/(57.6+57.8+0.8810)=3.23E-05m3/s/m3.總滲流量=0.00000497+0.00003226=3.72E-05m3/s/m4.浸潤線計(jì)算逸出高度h0=0.00003723/(0.00001+0.00005/0.44)=0.301mq“=4.4223E-05=4.42E-05m3/s/m浸潤線方程x=11.3071(y-0.301)+0.1131(y2-0.0906)附錄E.4不穩(wěn)定滲流計(jì)算 附錄E.4不穩(wěn)定滲流計(jì)算項(xiàng)目計(jì)算式數(shù)值單位備注上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m上游水位1=24.8=24.8m下游水位2=18=18m土的孔隙率n=88.00%=88.00%/到下游堤腳土的飽和度SW=50.00%=50.00%/到下游堤腳滲透系數(shù)k=1.00E-05=1.00E-05m/s洪水持續(xù)時間t=11=11天950400妙土的有效孔隙率n0=0.88(1-0.5)=44.00%/到下游堤腳上游水位處堤寬b“=6+(27-24.8)(3+5)=23.6m上游水深H=24.8-17=7.8m滲流在背坡出現(xiàn)所需時間T=0.447.8(3+5+23.6/7.8)/(40.00001)=946000s10.949天洪水持續(xù)時間t=11天10.949天不需計(jì)算浸潤線鋒面距迎水坡腳距離L浸潤線鋒面距迎水坡腳距離L=2SQRT(0.000017.8946000/0.44)=25.9mm1H1/(2m1+1)附錄E.5背水坡滲流出口比降計(jì)算 項(xiàng)目計(jì)算式數(shù)值單位備注1.計(jì)算參數(shù)下游坡度m2=5=5/1:m2堤底高程底=17=17m下游水位2=18=18m逸出高度h0=2.54=2.54m下游水深H2=18-17=1m2.不透水地基逸出坡降計(jì)算2.1下游無水時滲出點(diǎn)A坡降Jo=1/SQRT(1+52)=0.196/堤坡與不透水面交點(diǎn)B坡降Jo=1/5=0.2/1/m22.2下游有水時滲出段AB內(nèi)的點(diǎn)計(jì)算點(diǎn)高程=19=19mAB段(1819.54)內(nèi)y=19-17=2/AB段(2.541)內(nèi)滲出點(diǎn)A坡降Jo=1/SQRT(1+52)=0.196/n=0.251/2.54=0.098/計(jì)算點(diǎn)坡降J=0.196(2.54-1)/(2-1)0.098=0.204/在下游坡面滲出浸沒段BC內(nèi)的點(diǎn)適用于y/H20.95計(jì)算點(diǎn)高程=17.7=17.7mBC段(1719.413)內(nèi)y=17.7-17=0.7/BC段(00.95)內(nèi)背坡與水平面夾角=atan(1/5)=0.197rad11.287度=0.197/=0.063/a0=1/(2(0.063(5+0.5)SQRT(1+52)=0.283/b0=5/(2(5+0.5)2)=0.083/1/2-11/(20.063)-1=6.937/計(jì)算點(diǎn)坡降J=0.283(0.7/1)6.937/(1+0.0831/(2.54-1)=0.023/3.透水地基逸出坡降計(jì)算3.1下游無水時滲出段AB內(nèi)的點(diǎn)計(jì)算點(diǎn)高程=19=19mAB段(1719.54)內(nèi)y=19-17=2/AB段(02.54)內(nèi)計(jì)算點(diǎn)坡降J=1/SQRT(1+52)(2.54/2)0.25=0.208/地基段BC內(nèi)的點(diǎn)計(jì)算點(diǎn)與堤腳距離x=3=3m計(jì)算點(diǎn)坡降J=1/(2SQRT(5)SQRT(2.54/3)=0.206/3.2下游有水時滲出段AB內(nèi)的點(diǎn)計(jì)算點(diǎn)高程=19=19mAB段(1819.54)內(nèi)y=19-17=2/AB段(12.54)內(nèi)計(jì)算點(diǎn)坡降J=1/SQRT(1+52)(2.54/2)0.25=0.208/浸沒坡段BC內(nèi)的點(diǎn)計(jì)算點(diǎn)高程=17.7=17.7mBC段(0.2832.823)內(nèi)y=17.7-17=0.7/BC段(02.54)內(nèi)背坡與水平面夾角=atan(1/5)=0.197rad11.287度=0.197/=0.063/1=1/(1+0.063)=0.941/1/(1+)l1=2.545=12.7/h0m2l2=15=5/H2m2r=0.75=3.5/ym2計(jì)算點(diǎn)坡降J=0.234=0.234/在下游坡面滲出浸沒地基面段CD內(nèi)的點(diǎn)計(jì)算點(diǎn)距堤腳距離x=2=2m計(jì)算點(diǎn)坡降J=0.108=0.108/在下游坡面滲出附錄E.6水位降落時均質(zhì)土堤的浸潤線 項(xiàng)目計(jì)算式數(shù)值單位備注1.計(jì)算參數(shù)上游坡度m1=3=3/1:m1堤底高程底=17=17m堤身土料滲透系數(shù)k=1.00E-05=1.00E-05m/s0.001cm/s0.864m/d土體的孔隙率n=39.70%=39.70%/降前水位1=27=27m0.0003125m/s降后水位0=20=20m0.00023148m/s水位降落所需時間T=22=22h=79200秒=0.9167天計(jì)算上游浸潤線時間t=15=15h=54000秒=0.625天2.h0(t)計(jì)算降前水深H1=27-17=10m1-底降后水深H0=20-17=3m0-底降距H=10-3=7mH1-H0水位降落的速度V=7/(22/24)=7.636m/d=0.00009m/s=0.00212m/h百分?jǐn)?shù)=113.7(0.0001175)(0.607(6+log(0.001)/100=15.03%/公式一給水度=0.15030.397=0.0597/k/(V)=0.864/(0.05977.636)=1.895/1/10k/(V)0)h=7.8e(-0.01410)/(1+0.01486-th(0.014100)=5.142m4.弱透水層CD段承壓水頭計(jì)算(x以下游堤腳為原點(diǎn)，向上游為正)計(jì)算點(diǎn)坐標(biāo)x=10=10m(x0)h=7.8(1+0.01410)/(1+0.01486-th(0.014100)=6.743m計(jì)算簡圖參看規(guī)范圖E.7.1附錄E.7.2透水地基上弱透水層等厚有限長 附錄E.7雙層堤基滲流計(jì)算和覆蓋的計(jì)算附錄E.7.2透水地基上弱透水層等厚有限長，強(qiáng)透水層無限長雙層堤基滲流計(jì)算項(xiàng)目計(jì)算式數(shù)值單位備注1.計(jì)算參數(shù)上游坡度m1=3=3/(1:m1)下游坡度m2=3=3/(1:m2)堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m弱透水地基底高程弱=7=10m強(qiáng)透水地基底高程強(qiáng)=7=5m上游水位1=24.8=24.8m下游水位2=18=18m迎水側(cè)有限長度L1=30=30m(弱透水地基)背水側(cè)有限長度L2=100=100m(弱透水地基)堤身土料滲透系數(shù)k=1.00E-05=1.00E-05m/s(0.001cm/s0.864m/d)弱透水堤基滲透系數(shù)k1=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)強(qiáng)透水堤基滲透系數(shù)k0=7.00E-03=7.00E-03m/s(0.7cm/s604.8m/d)2.越流系數(shù)A計(jì)算k0/k1=0.007/0.00005=140/(100，屬于雙層堤基)弱透水層厚度T1=17-10=7m(底-弱)強(qiáng)透水層厚度T0=10-5=5m(弱-強(qiáng))堤身高度Hd=27-17=10m(頂-底)上游水面距不透水地基H=24.8-5=19.8m(1-強(qiáng))堤底距不透水地基H1=17-5=12m(底-強(qiáng)T1+T0)弱透水層底距不透水地基H0=10-5=5m(弱-強(qiáng))堤底寬度b=6+10(3+3)=66m(B+Hd(m1+m2)越流系數(shù)A=SQRT(0.00005/(0.00775)=0.014m-1A(0.441T0)=0.0140.4415=0.031/(1，公式適用)d1/0.014arth(0.031)=2.215m(=1/Aarth(A(0.441T0)3.試算法計(jì)算以確定出逸段與非出逸段的分界點(diǎn)，假設(shè)的試算范圍12，計(jì)算的步長以及精度1=0.0001=0m(=precision)2=100=100m(=L2)步長STEP=0.01=0.01m精度precision=0.0001=0.0001m試算得到=64.46=64.46m(程序計(jì)算)方程左邊=0.105=0.105m(程序計(jì)算)方程右邊=0.105=0.105m(程序計(jì)算)4.出逸段AB透水層水位計(jì)算(x以下游堤腳為原點(diǎn)，向下游為正)計(jì)算點(diǎn)坐標(biāo)x=10=10m(0x35.54=L2-)h=1.482=1.482m5.非出逸段BC透水層水位計(jì)算(x以弱透水層最下游點(diǎn)為原點(diǎn)，向上游為正)計(jì)算點(diǎn)坐標(biāo)x=10=10m(0x64.46=)x/T0=10/5=2m0=(12-5)0.4415/(64.46+0.4415)=0.232mx/0=0=0mx=0.2320=0mh=5+(12-5)(10+0.4415)/(64.46+0.4415)-0=6.282m5.非出逸段BC透水層水位計(jì)算 (x以弱透水層最下游點(diǎn)為原點(diǎn)，向上游為正)計(jì)算點(diǎn)坐標(biāo)x=2.1=2.1m(0x0)上下游水頭差H=24.8-18=6.8m堤身高度Hd=27-17=10m(頂-底)堤底寬度b=6+10(3+5)=86m(B+Hd(m1+m2)計(jì)算點(diǎn)的承壓水頭h=(26.477-10)6.8/(34.03+86+26.477)=0.765m(x=10m)附錄E.7.4遞推公式計(jì)算蓋重 最后一個了，本堤防滲流計(jì)算到此結(jié)束，謝謝支持！附錄E.7雙層堤基滲流計(jì)算和覆蓋的計(jì)算附錄E.7.4遞推公式計(jì)算蓋重項(xiàng)目計(jì)算式數(shù)值單位備注1.計(jì)算參數(shù)上游坡度m1=3=3/(1:m1)下游坡度m2=5=5/(1:m2)堤頂寬度B=6=6m堤頂高程頂=27=27m堤底高程底=17=17m弱透水地基底高程弱=10=10m強(qiáng)透水地基底高程強(qiáng)=7=7m上游水位1=24.8=24.8m下游水位2=18=18m弱透水層無限長強(qiáng)透水堤基滲透系數(shù)k0=7.00E-03=7.00E-03m/s(0.7cm/s604.8m/d)2.遞推計(jì)算下游等效長度S下下游弱透水層分段數(shù)N=3=3段(以不等厚或不均質(zhì)分)2.1遞推計(jì)算段次=0=0強(qiáng)透水層厚度T0=10-7=3m(弱-強(qiáng))等效長度S0=0=0m(取0)D0=(1/0.022+0)/(1/0.022-0)=1/段次=1第1段滲透系數(shù)k1=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第1段厚度t1=5=5m第1段長度L1=6=6m是否有蓋重?zé)o蓋重蓋重厚度t=1=0m蓋重滲透系數(shù)k=2.00E-06=2.00E-06m/s(0.0002cm/s0.1728m/d)等效厚度t1=0.000050/0.000002=0m等效總厚度tz=5+0=5m越流系數(shù)A1=SQRT(0.00005/(0.00735)=0.022m-11=20.0226=0.264/(2AiLi)等效長度S1=1/0.022(1e0.264-1)/(1e0.264+1)=5.965mD1=(1/0.028+5.965)/(1/0.028-5.965)=1.401m段次=2第2段滲透系數(shù)k2=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第2段厚度t2=3=3m第2段長度L2=10=10m是否有蓋重?zé)o蓋重蓋重厚度t=1=0m蓋重滲透系數(shù)k=2.00E-06=2.00E-06m/s(0.0002cm/s0.1728m/d)等效厚度t1=0.000050/0.000002=0m等效總厚度tz=3+0=3m越流系數(shù)A2=SQRT(0.00005/(0.00733)=0.028m-12=20.02810=0.56/(2AiLi)等效長度S2=1/0.028(1.401e0.56-1)/(1.401e0.56+1)=15.026mD2=(1/0.016+15.026)/(1/0.016-15.026)=1.633m(底-弱)段次=3第3段滲透系數(shù)k3=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第3段厚度t3=2=2m第3段長度L3=30=30m是否有蓋重有蓋重蓋重厚度t=1=1m蓋重滲透系數(shù)k=7.00E-06=7.00E-06m/s(0.0007cm/s0.6048m/d)等效厚度t1=0.000051/0.000007=7.143m等效總厚度tz=2+7.143=9.143m越流系數(shù)A3=SQRT(0.00005/(0.00739.143)=0.016m-13=20.01630=0.96/(2AiLi)等效長度S3=1/0.016(1.633e0.96-1)/(1.633e0.96+1)=38.758m2.2下游等效長度S下=38.758=38.758m(即等效長度S3)3.遞推計(jì)算下游等效長度S上上游弱透水層分段數(shù)N=3=3段(以不等厚或不均質(zhì)分)3.1遞推計(jì)算段次=0=0強(qiáng)透水層厚度T0=15.026-1.633=13.393m(弱-強(qiáng))等效長度S0=0=0m(取0)D0=(1/0.018+0)/(1/0.018-0)=1/段次=1第1段滲透系數(shù)k1=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第1段厚度t1=7=7m第1段長度L1=10=10m是否有蓋重?zé)o蓋重蓋重厚度t=0.5=0m蓋重滲透系數(shù)k=7.00E-06=7.00E-06m/s(0.0007cm/s0.6048m/d)等效厚度t1=0.000050/0.000007=0m等效總厚度tz=7+0=7m越流系數(shù)A1=SQRT(0.00005/(0.00737)=0.018m-11=20.01