The lowest portion of the capacity-elevation curve of a proposed irigation reservoir, draining 20 km? of catchment, is represented by the following data in Table 2. The rate of silting for the catchment has been assessed to be 25 m/km2/month. Assuming the life of the reservoir to be 5 decades. a) Determine the dead storage and the lowest sill level (LSL) if the main canal is 6 km long with the bed slope of 1 in 1000, and the canal bed level at the tail end is at RL 594.5 m. The Full supply discharge (FSD) of the canal at the head is 0.08 m and the

The lowest portion of the capacity-elevation curve of a proposed irigation reservoir, draining 20 km? of catchment, is represented by the following data in Table 2. The rate of silting for the catchment has been assessed to be 25 m/km2/month. Assuming the life of the reservoir to be 5 decades. a) Determine the dead storage and the lowest sill level (LSL) if the main canal is 6 km long with the bed slope of 1 in 1000, and the canal bed level at the tail end is at RL 594.5 m. The Full supply discharge (FSD) of the canal at the head is 0.08 m and the

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter7: Seepage

Section: Chapter Questions

Problem 7.6P

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2. The lowest portion of the capacity-elevation curve of a proposed irrigation reservoir, draining 20 km? of catchment, is represented by the following data in Table 2. The rate of silting for the catchment has been assessed to be 25 m/km?/month. Assuming the life of the reservoir to be 5 decades. a) Determine the dcad storage and the lowest sill level (LSL) if the main canal is 6 km long with the bed slope of 1 in 1000, and the canal bed level at the tail end is at RL 594.5 m. The Full supply discharge (FSD) of the canal at the head is 0.08 m and the crop water requirement is assessed as 250 Ha.m. b) Compute the gross capacity of the reservoir if the dependable yield of the catchment is estimated to be 0.29 m. Table 2 Elevation (m) Capacity (Ha.m) RL 600 24.2 602 26.2 604 30.3 606 36.8
3.2 Calculate the time of concentration (I), with the following design inputs: • Hydraulic length = 5000 m • The area mostly consists of moderate grass • Level at the highest point of the catchment = 2500 m above mean sea level (MSL). • Level at the lowest point of the catchment = 1000 m above MSL sea level. • Use the Kerby formula
Q#4: Design an irrigation channel to carry 35.5 cumecs of discharge with B/D ratio as 2.38 The critical velocity ratio is 1.2. Assume a suitable value of kutter’s rugosity coefficient and use kennedy’s method?
Figure D shows a diagram of the flow net of water for the weir. if the permeability of the permeable layer is 1.02 x 10-5 and H= 10 m, what is the rate of seepage under the weir? Answer in 7 decimal without unit. Unit in m3/s. 1||4 1 1 Figure D: Flownet at site ABC Toe
A reservoir covers an average surface area of 40 km< with an average depth of 25 m. The inflow to the reservoir comes from a river having an average flow rate of 63.4 m/s which has a suspended sediment concentration of 5 g/L. (a) Estimate the average annual runoff in m³ as well as the average annual sediment load in kg. Determine the most probable life of the reservoir in years to the point where it is 80 percent full of sediment. Assume that the accumulated sediment has a bulk density of 1800 kg/m3. Use the following reservoir trap efficiency table below and interpolate between trapping efficiency values if needed. Compute per increment of 200 x 100 m3 of reservoir capacity. Storage Capacity/Annual Inflow Sediment Trapped, % 0.01 0.1 0.3 0.5 0.7 0.9 45 87 89 92 95 97 99
The dam and flow net shown in the attached picture. The dam is 120 m long and has two 10 m sheet piles driven partially into the granular soil layer. Datum is at tailwater elevation. Determine: 1. The quantity of seepage loss under the dam when k= 20*10^(-4) cm/s 12 m 10 m sheet pile 10m sheet pille 85m 30 m Impervious - O C 0.4 1 Scale: Number al equipotential drops
The proposed dam shown in figure is 90 m long and the coefficient of permeability of the soil is 0.0013 mm/sec. The quantity of water (m³) that will be lost per day by seepage is (rounded to the nearest number). 8.5m Flow lines 1.2m h2m/0.6m Equipotential lines 12.5m-
* The meander belt for an alluvial stream is estimated to be 3 km. The peak discharge in this river will roughly be of the order of : a) 4000 cumecs (c) 1200 cumecs (b)'700 cumecs (d) 1600 cumecs.
A reservoir is to be constructed with the following characteristics: Mean Annual Runoff, MAR =50mm Catchment Area = 286km2 Coefficient of Variation CV= 110% Full Supply Capacity FSC = 8x 106m3 What is the probability that the reservoir will fill to full capacity from empty in one year assuming that the runoff data follows the Weibull distribution function? P(X-x) = 1-e^(aX/x)b
5- An earth dam is shown below. Determine the seepage rate, q, in ft/day/ft length. Given: a1=35°, az=40°, L1=5 ft, H=7 ft, Hj=10 ft, and 3X104 ft/sec. Water level k H a2 Impervious base
Problem 3. A stream of 175 liters per second was diverted from the river and 105 liters per second was delivered to the field. An area of 2 hectares was irrigated in hours. The root-zone depth was 1.8 m. The runoff averaged 50 liters per second for 3 hours. The depth of water penetration varied linearly from 1.8 m at the head of the field to 1.2 m at the end of the field. Determine ,, the water-storage efficiency, and the water-distribution efficiency.
A 0.34 m diameter well fully penetrates an unconfined aquifer which is 33.2 m thick. The drawdown at the pumping well is 1.34 m and the permeability of the gravel aquifer is 4.32 * 10-3 m/s. If the flow is steady-state and the discharge is 422.3 lt/min, a- find the drawdown at the site 132.4 m from the center of the pumping well, b- determine the radius of influence ‘r∞’ of this well under that discharge.