堤防渗流计算 (2).doc
26页
堤防渗流计算（有详细的计算过程和程序）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 = 6 m 堤顶高程▽顶 = 27 = 27 m 堤底高程▽底 = 17 = 17 m 上游水位▽1 = 24.8 = 24.8 m 下游水位▽2 = 18 = 18 m 渗透系数k = 1.00E-05 = 1.00E-05 m/s 堤身高度H = 27-17 = 10 m 上游水深H1 = 24.8-17 = 7.8 m 下游水深H2 = 18-17 = 1 m L = (27-24.8)×3+6+10×3 = 42.6 m 上有水面至下游堤脚ΔL = 3×7.8/(2×3+1) = 3.343 m m1H1/(2m1+1)L1 = 42.6+3.343 = 45.943 m L+ΔL试算法计算逸出高度h0，假设h0的试算范围h01～h02，计算的步长以及精度 h01 = 1 = 1 m h02 = 10 = 10 m 步长 = 0.02 = 0.02 m 精度 = 0.01 = 0.01 m 试算得到h0 = 2.54 = 2.54 m 手动输入q/k = (7.8^2-2.54^2)/(2×(45.943-3×2.54)) = 0.7096 m q/k = 0.7047 = 0.7047 m 平均q/k = (0.7096+0.7047)/2 = 0.7072 m 平均渗流量q = 0.7072×0.00001 = 7.07E-06 m3/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 = 6 m 堤顶高程▽顶 = 27 = 27 m 堤底高程▽底 = 17 = 17 m 上游水位▽1 = 24.8 = 24.8 m 下游水位▽2 = 18 = 18 m 褥垫长度Lr = 5 = 5 m 到下游堤脚渗透系数k = 1.00E-05 = 1.00E-05 m/s 堤身高度H = 27-17 = 10 m 上游水深H1 = 24.8-17 = 7.8 m 下游水深H2 = 18-17 = 1 m L = (27-24.8)×3+6+10×5-5 = 57.6 m 上游水面至褥垫ΔL = 3×7.8/(2×3+1) = 3.343 m m1H1/(2m1+1)L1 = 57.6+3.343 = 60.943 m L+ΔL逸出高度h0 = SQRT(60.943^2+7.8^2)-60.943 = 0.497 m 排水体工作长度a0 = 0.497/2 = 0.249 m h0/2q/k = 0.497 = 0.497 m h0渗流量q = 0.497×0.00001 = 4.97E-06 m3/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 = 6 m 堤顶高程▽顶 = 27 = 27 m 堤底高程▽底 = 17 = 17 m 上游水位▽1 = 24.8 = 24.8 m 下游水位▽2 = 18 = 18 m 棱体顶高程 = 19 = 19 m 到下游堤脚棱体临水坡坡率m3 = 2 = 2 / 1:m3渗透系数k = 1.00E-05 = 1.00E-05 m/s 堤身高度H = 27-17 = 10 m 棱体高度HL = 19-17 = 2 m 上游水深H1 = 24.8-17 = 7.8 m 下游水深H2 = 18-17 = 1 m L = (27-24.8)×3+6+10×5-2×5-2×2 = 48.6 m 上游水面至棱体ΔL = 3×7.8/(2×3+1) = 3.343 m m1H1/(2m1+1)L1 = 48.6+3.343 = 51.943 m L+ΔL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 = 1.398 m q/k = (7.8^2+1.398^2)/(2×51.943) = 0.604 m 渗流量q = 0.604×0.00001 = 6.04E-06 m3/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 = 6 m 堤顶高程▽顶 = 27 = 27 m 堤底高程▽底 = 17 = 17 m 透水地基底高程▽底 = 7 = 7 m 不透水地基顶高程上游水位▽1 = 24.8 = 24.8 m 下游水位▽2 = 18 = 18 m 渗透系数k = 1.00E-05 = 1.00E-05 m/s 堤基渗透系数k0 = 5.00E-05 = 5.00E-05 m/s 2.不透水堤基对应渗流量计算 堤身高度H = 27-17 = 10 m 上游水深H1 = 24.8-17 = 7.8 m 下游水深H2 = 18-17 = 1 m L = (27-24.8)×3+6+10×5 = 62.6 m 上有水面至下游堤脚ΔL = 3×7.8/(2×3+1) = 3.343 m m1H1/(2m1+1)L1 = 62.6+3.343 = 65.943 m L+ΔL 试算法计算逸出高度h0，假设h0的试算范围h01～h02，计算的步长以及精度 h01 = 1 = 1 m h02 = 10 = 10 m 步长 = 0.02 = 0.02 m 精度 = 0.01 = 0.01 m 试算得到h0 = 2.54 = 2.8 m 程序计算q/k = (7.8^2-2.8^2)/(2×(65.943-5×2.8)) = 0.5102 m q/k = 0.5011 = 0.5011 m 平均q/k = (0.5102+0.5011)/2 = 0.5057 m 平均渗流量qD = 0.5057×0.00001 = 5.06E-06 m3/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 = 10 m 堤基渗流量q基 = 0.00005×(7.8-1)×10/(62.6+5×7.8+0.88×10) = 3.08E-05 m3/s/m 4.总渗流量 = 0.00000506+0.0000308 = 3.59E-05 m3/s/m 5.浸润线计算 h01 = 1 = 1 m h02 = 10 = 10 m 步长 = 0.001 = 0.001 m 精度 = 0.001 = 0.001 m 试算得到h0 = 2.0361 = 1.894 m 程序计算q“ = 3.55212E-05 = 3.55E-05 m3/s/m 浸润线方程 x=14.0766(y-1.894)+0.1408(y^2-3.5872)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 = 6 m 堤顶高程▽顶 = 27 = 27 m 堤底高程▽底 = 17 = 17 m 透水地基底高程▽底 = 7 = 7 m 不透水地基顶高程上游水位▽1 = 24.8 = 24.8 m 下游水位▽2 = 18 = 18 m 褥垫长度Lr = 5 = 5 m 到下游堤脚渗透系数k = 1.00E-05 = 1.00E-05 m/s 堤基渗透系数k0 = 5.00E-05 = 5.00E-05 m/s 2.不透水堤基对应渗流量计算 堤身高度H = 27-17 = 10 m 上游水深H1 = 24.8-17 = 7.8 m 下游水深H2 = 18-17 = 1 m L = (27-24.8)×3+6+10×5-5 = 57.6 m 上游水面至褥垫ΔL = 3×7.8/(2×3+1) = 3.343 m m1H1/(2m1+1)L1 = 57.6+3.343 = 60.943 m L+ΔL逸出高度h0 = SQRT(60.943^2+7.8^2)-60.943 = 0.497 m 排水体工作长度a0 = 0.497/2 = 0.249 m h0/2q/k = 0.497 = 0.497 m h0渗流量qD = 0.497×0.00001 = 4.97E-06 m3/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 = 10 m 堤基渗流量q基 = 0.00005×(7.8-1)×10/(57.6+5×7.8+0.88×10) = 3.23E-05 m3/s/m 3.总渗流量 = 0.00000497+0.00003226 = 3.72E-05 m3/s/m 4.浸润线计算 逸出高度h0 = 0.00003723/(0.00001+0.00005/0.44) = 0.301 m q“ = 4.4223E-05 = 4.42E-05 m3/s/m 浸润线方程 x=11.3071(y-0.301)+0.1131(y^2-0.0906)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 = 6 m 堤顶高程▽顶 = 27 = 27 m 堤底高程▽底 = 17 = 17 m 上游水位▽1 = 24.8 = 24.8 m 下游水位▽2 = 18 = 18 m 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% / 到下游堤脚渗透系数k = 1.00E-05 = 1。
