堤防渗流计算-精品文档资料.docx

堤防渗流计算堤防渗流计算有具体的计算经过和程序根据堤（防工程设计规范GB50286-98）附录E.2.1不透水堤基均质土堤下游无排水设备或有贴坡式排水项目计算式数值单位备注上游坡度m1=3=3/1:m1下游坡度m2=3=3/1:m2堤顶宽度B=6=6m堤顶高程顶=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浸透系数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+10×3=42.6m上有水面至下游堤脚L=3×7.8/(2×3+1)=3.343mm1H1/(2m1+1)L1=42.6+3.343=45.943mL+L试算法计算逸出高度h0，假设h0的试算范围h01h02，计算的步长以及精度h01=1=1mh02=10=10m步长=0.02=0.02m精度=0.01=0.01m试算得到h0=2.54=2.54m手动输入q/k=(7.82-2.542)/(2×(45.943-3×2.54)=0.7096mq/k=0.7047=0.7047m平均q/k=(0.7096+0.7047)/2=0.7072m平均渗流量q=0.7072×0.00001=7.07E-06m3/s/m浸润线方程y=SQRT(6.4516+1.4144x)下游坝坡最大渗出坡降J=1/3=0.333/1/m2附录E.2.2不透水堤基均质土堤下游设褥垫式排水项目计算式数值单位备注上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤顶宽度B=6=6m堤顶高程顶=27=27m上游水位1=24.8=24.8m下游水位2=18=18m褥垫长度Lr=5=5m到下游堤脚浸透系数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+10×5-5=57.6m上游水面至褥垫L=3×7.8/(2×3+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排水体工作长度a0=0.497/2=0.249mh0/2q/k=0.497=0.497mh0渗流量q=0.497×0.00001=4.97E-06m3/s/m浸润线方程y=SQRT(0.247-0.994x)下游坝坡最大渗出坡降J=1/5=0.2/1/m2附录E.2.3不透水堤基均质土堤下游设棱体排水项目计算式数值单位备注上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤顶宽度B=6=6m堤顶高程顶=27=27m上游水位1=24.8=24.8m下游水位2=18=18m棱体顶高程=19=19m到下游堤脚棱体临水坡坡率m3=2=2/1:m3浸透系数k=1.00E-05=1.00E-05m/s堤身高度H=27-17=10m棱体高度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+10×5-2×5-2×2=48.6m上游水面至棱体L=3×7.8/(2×3+1)=3.343mm1H1/(2m1+1)L1=48.6+3.343=51.943mL+L系数c=1.115=1.115/与m3有关逸出高度h0=1+SQRT(1.115×51.943)2+(7.8-1)2)-1.115×51.943=1.398mq/k=(7.82+1.3982)/(2×51.943)=0.604m渗流量q=0.604×0.00001=6.04E-06m3/s/m浸润线方程y=SQRT(1.9544-1.208x)下游坝坡最大渗出坡降J=1/5=0.2/1/m2附录E.3.1透水堤基无排水附录E.3.1透水堤基均质土堤下游无排水设备或有贴坡式排水项目计算式数值单位备注1.计算参数上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤顶宽度B=6=6m堤顶高程顶=27=27m堤底高程底=17=17m透水地基底高程底=7=7m不透水地基顶高程上游水位1=24.8=24.8m下游水位2=18=18m浸透系数k=1.00E-05=1.00E-05m/s堤基浸透系数k0=5.00E-05=5.00E-05m/s2.不透水堤基对应渗流量计算堤身高度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+10×5=62.6m上有水面至下游堤脚L=3×7.8/(2×3+1)=3.343mm1H1/(2m1+1)L1=62.6+3.343=65.943mL+L试算法计算逸出高度h0，假设h0的试算范围h01h02，计算的步长以及精度h01=1=1mh02=10=10m步长=0.02=0.02m精度=0.01=0.01m试算得到h0=2.54=2.8m程序计算q/k=(7.82-2.82)/(2×(65.943-5×2.8)=0.5102mq/k=0.5011=0.5011m平均q/k=(0.5102+0.5011)/2=0.5057m平均渗流量qD=0.5057×0.00001=5.06E-06m3/s/m浸润线方程y=SQRT(7.84+1.0114x)下游坝坡最大渗出坡降J=1/5=0.2/1/m23.堤基渗流量计算透水地基厚度T=17-7=10m堤基渗流量q基=0.00005×(7.8-1)×10/(62.6+5×7.8+0.88×10)=3.08E-05m3/s/m4.总渗流量=0.00000506+0.0000308=3.59E-05m3/s/m5.浸润线计算h01=1=1mh02=10=10m步长=0.001=0.001m精度=0.001=0.001m试算得到h0=2.0361=1.894m程序计算q“=3.55212E-05=3.55E-05m3/s/m浸润线方程x=14.0766(y-1.894)+0.1408(y2-3.5872)附录E.3.2透水堤基均质土堤下游设褥垫式排水项目计算式数值单位备注1.计算参数上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤顶宽度B=6=6m堤顶高程顶=27=27m堤底高程底=17=17m透水地基底高程底=7=7m不透水地基顶高程上游水位1=24.8=24.8m下游水位2=18=18m褥垫长度Lr=5=5m到下游堤脚浸透系数k=1.00E-05=1.00E-05m/s堤基浸透系数k0=5.00E-05=5.00E-05m/s2.不透水堤基对应渗流量计算堤身高度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+10×5-5=57.6m上游水面至褥垫L=3×7.8/(2×3+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排水体工作长度a0=0.497/2=0.249mh0/2q/k=0.497=0.497mh0渗流量qD=0.497×0.00001=4.97E-06m3/s/m浸润线方程y=SQRT(0.247-0.994x)下游坝坡最大渗出坡降J=1/5=0.2/1/m22.堤基渗流量计算透水地基厚度T=17-7=10m堤基渗流量q基=0.00005×(7.8-1)×10/(57.6+5×7.8+0.88×10)=3.23E-05m3/s/m3.总渗流量=0.00000497+0.00003226=3.72E-05m3/s/m4.浸润线计算逸出高度h0=0.00003723/(0.00001+0.00005/0.44)=0.301mq“=4.4223E-05=4.42E-05m3/s/m浸润线方程x=11.3071(y-0.301)+0.1131(y2-0.0906)附录E.4不稳定渗流计算附录E.4不稳定渗流计算项目计算式数值单位备注上游坡度m1=3=3/1:m1下游坡度m2=5=5/1:m2堤顶宽度B=6=6m堤顶高程顶=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%/到下游堤脚土的饱和度SW=50.00%=50.00%/到下游堤脚浸透系数k=1.00E-05=1.00E-05m/s洪水持续时间t=11=11天950400妙土的有效孔隙率n0=0.88×(1-0.5)=44.00%/到下游堤脚上游水位处堤宽b“=6+(27-24.8)×(3+5)=23.6m上游水深H=24.8-17=7.8m渗流在背坡出现所需时间T=0.44×7.8×(3+5+23.6/7.8)/(4×0.00001)=946000s10.949天洪水持续时间t=11天>10.949天不需计算浸润线锋面距迎水坡脚距离L浸润线锋面距迎水坡脚距离L=2×SQRT(0.00001×7.8×946000/0.44)=25.9mm1H1/(2m1+1)附录E.5背水坡渗流出口比降计算项目计算式数值单位备注1.计算参数下游坡度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计算2.1下游无水时渗出点A坡降Jo=1/SQRT(1+52)=0.196/堤坡与不透水面交点B坡降Jo=1/5=0.2/1/m22.2下游有水时渗出段AB内的点计算点高程=19=19mAB段(1819.54)内y=19-17=2/AB段(2.541)内渗出点A坡降Jo=1/SQRT(1+52)=0.196/n=0.25×1/2.54=0.098/计算点坡降J=0.196×(2.54-1)/(2-1)0.098=0.204/在下游坡面渗出浸没段BC内的点适用于y/H20)h=7.8×e(-0.014×10)/(1+0.014×86-th(0.014×100)=5.142m4.弱透水层CD段承压水头计算(x下面游堤脚为原点，向上游为正)计算点坐标x=10=10m(x>0)h=7.8×(1+0.014×10)/(1+0.014×86-th(0.014×100)=6.743m计算简图参看规范图E.7.1附录E.7.2透水地基上弱透水层等厚有限长附录E.7双层堤基渗流计算和覆盖的计算附录E.7.2透水地基上弱透水层等厚有限长，强透水层无限长双层堤基渗流计算项目计算式数值单位备注1.计算参数上游坡度m1=3=3/(1:m1)下游坡度m2=3=3/(1:m2)堤顶宽度B=6=6m堤顶高程顶=27=27m堤底高程底=17=17m弱透水地基底高程弱=7=10m强透水地基底高程强=7=5m上游水位1=24.8=24.8m下游水位2=18=18m迎水侧有限长度L1=30=30m(弱透水地基)背水侧有限长度L2=100=100m(弱透水地基)堤身土料浸透系数k=1.00E-05=1.00E-05m/s(0.001cm/s0.864m/d)弱透水堤基浸透系数k1=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)强透水堤基浸透系数k0=7.00E-03=7.00E-03m/s(0.7cm/s604.8m/d)2.越流系数A计算k0/k1=0.007/0.00005=140/(>100，属于双层堤基)弱透水层厚度T1=17-10=7m(底-弱)强透水层厚度T0=10-5=5m(弱-强)堤身高度Hd=27-17=10m(顶-底)上游水面距不透水地基H=24.8-5=19.8m(1-强)堤底距不透水地基H1=17-5=12m(底-强T1+T0)弱透水层底距不透水地基H0=10-5=5m(弱-强)堤底宽度b=6+10×(3+3)=66m(B+Hd×(m1+m2)越流系数A=SQRT(0.00005/(0.007×7×5)=0.014m-1A(0.441T0)=0.014×0.441×5=0.031/(0)上下游水头差H=24.8-18=6.8m堤身高度Hd=27-17=10m(顶-底)堤底宽度b=6+10×(3+5)=86m(B+Hd×(m1+m2)计算点的承压水头h=(26.477-10)×6.8/(34.03+86+26.477)=0.765m(x=10m)附录E.7.4递推公式计算盖重最后一个了，本堤防渗流计算到此结束，谢谢支持！附录E.7双层堤基渗流计算和覆盖的计算附录E.7.4递推公式计算盖重项目计算式数值单位备注1.计算参数上游坡度m1=3=3/(1:m1)下游坡度m2=5=5/(1:m2)堤顶宽度B=6=6m堤顶高程顶=27=27m堤底高程底=17=17m弱透水地基底高程弱=10=10m强透水地基底高程强=7=7m上游水位1=24.8=24.8m下游水位2=18=18m弱透水层无限长强透水堤基浸透系数k0=7.00E-03=7.00E-03m/s(0.7cm/s604.8m/d)2.递推计算下游等效长度S下下游弱透水层分段数N=3=3段(以不等厚或不均质分)2.1递推计算段次=0=0强透水层厚度T0=10-7=3m(弱-强)等效长度S0=0=0m(取0)D0=(1/0.022+0)/(1/0.022-0)=1/段次=1第1段浸透系数k1=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第1段厚度t1=5=5m第1段长度L1=6=6m能否有盖重无盖重盖重厚度t=1=0m盖重浸透系数k=2.00E-06=2.00E-06m/s(0.0002cm/s0.1728m/d)等效厚度t1=0.00005×0/0.000002=0m等效总厚度tz=5+0=5m越流系数A1=SQRT(0.00005/(0.007×3×5)=0.022m-11=2×0.022×6=0.264/(2AiLi)等效长度S1=1/0.022×(1×e0.264-1)/(1×e0.264+1)=5.965mD1=(1/0.028+5.965)/(1/0.028-5.965)=1.401m段次=2第2段浸透系数k2=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第2段厚度t2=3=3m第2段长度L2=10=10m能否有盖重无盖重盖重厚度t=1=0m盖重浸透系数k=2.00E-06=2.00E-06m/s(0.0002cm/s0.1728m/d)等效厚度t1=0.00005×0/0.000002=0m等效总厚度tz=3+0=3m越流系数A2=SQRT(0.00005/(0.007×3×3)=0.028m-12=2×0.028×10=0.56/(2AiLi)等效长度S2=1/0.028×(1.401×e0.56-1)/(1.401×e0.56+1)=15.026mD2=(1/0.016+15.026)/(1/0.016-15.026)=1.633m(底-弱)段次=3第3段浸透系数k3=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第3段厚度t3=2=2m第3段长度L3=30=30m能否有盖重有盖重盖重厚度t=1=1m盖重浸透系数k=7.00E-06=7.00E-06m/s(0.0007cm/s0.6048m/d)等效厚度t1=0.00005×1/0.000007=7.143m等效总厚度tz=2+7.143=9.143m越流系数A3=SQRT(0.00005/(0.007×3×9.143)=0.016m-13=2×0.016×30=0.96/(2AiLi)等效长度S3=1/0.016×(1.633×e0.96-1)/(1.633×e0.96+1)=38.758m2.2下游等效长度S下=38.758=38.758m(即等效长度S3)3.递推计算下游等效长度S上上游弱透水层分段数N=3=3段(以不等厚或不均质分)3.1递推计算段次=0=0强透水层厚度T0=15.026-1.633=13.393m(弱-强)等效长度S0=0=0m(取0)D0=(1/0.018+0)/(1/0.018-0)=1/段次=1第1段浸透系数k1=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第1段厚度t1=7=7m第1段长度L1=10=10m能否有盖重无盖重盖重厚度t=0.5=0m盖重浸透系数k=7.00E-06=7.00E-06m/s(0.0007cm/s0.6048m/d)等效厚度t1=0.00005×0/0.000007=0m等效总厚度tz=7+0=7m越流系数A1=SQRT(0.00005/(0.007×3×7)=0.018m-11=2×0.018×10=0.36/(2AiLi)等效长度S1=1/0.018×(1×e0.36-1)/(1×e0.36+1)=9.893mD1=(1/0.015+9.893)/(1/0.015-9.893)=1.349m段次=2第2段浸透系数k2=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第2段厚度t2=5=5m第2段长度L2=6=6m能否有盖重有盖重盖重厚度t=1=1m盖重浸透系数k=8.00E-06=8.00E-06m/s(0.0008cm/s0.6912m/d)等效厚度t1=0.00005×1/0.000008=6.25m等效总厚度tz=5+6.25=11.25m越流系数A2=SQRT(0.00005/(0.007×3×11.25)=0.015m-12=2×0.015×6=0.18/(2AiLi)等效长度S2=1/0.015×(1.349×e0.18-1)/(1.349×e0.18+1)=15.68mD2=(1/0.016+15.68)/(1/0.016-15.68)=1.67m(底-弱)段次=3第3段浸透系数k3=5.00E-05=5.00E-05m/s(0.005cm/s4.32m/d)第3段厚度t3=3=3m第3段长度L3=50=50m能否有盖重有盖重盖重厚度t=1=1m盖重浸透系数k=8.00E-06=8.00E-06m/s(0.0008cm/s0.6912m/d)等效厚度t1=0.00005×1/0.000008=6.25m等效总厚度tz=3+6.25=9.25m越流系数A3=SQRT(0.00005/(0.007×3×9.25)=0.016m-13=2×0.016×50=1.6/(2AiLi)等效长度S3=1/0.016×(1.67×e1.6-1)/(1.67×e1.6+1)=49.018m3.2上游等效长度S上=49.018=49.018m(即等效长度S3)4.背水侧弱透水层下各点的承压水头计算(x下面游堤脚原点，向下游为正)计算点坐标x=7=7m(x>0)上下游水头差H=24.8-18=6.8m堤身高度Hd=27-17=10m(顶-底)堤底宽度b=6+10×(3+5)=86m(B+Hd×(m1+m2)计算点的承压水头h=(38.758-7)×6.8/(49.018+86+38.758)=1.243m(x=7m)