The following cropping patterns is evolved under a reservoir Crop Season Base Period Intensity Crop ratio Outlet factor (Ha/cumecs) (days) (%) Sugarcane Perennial 360 800 60 4 Paddy Kharif 120 800 80 2 Cotton Kharif 210 1200 2 Wheat Rabi 120 1800 75 3 Vegetable Summer 100 750 60 1 GCA 30000 Ha (80% of which is culturable) datas are: (i) Extra water for the period of peak water use = 20% (ii) Time factor = 13/20= 0.65 (iii) Conveyance losses = 20% Determine the following: (i) Capacity factor for the main canal (ii) The design discharge at the head of the main canal 23.11 60

The following cropping patterns is evolved under a reservoir Crop Season Base Period Intensity Crop ratio Outlet factor (Ha/cumecs) (days) (%) Sugarcane Perennial 360 800 60 4 Paddy Kharif 120 800 80 2 Cotton Kharif 210 1200 2 Wheat Rabi 120 1800 75 3 Vegetable Summer 100 750 60 1 GCA 30000 Ha (80% of which is culturable) datas are: (i) Extra water for the period of peak water use = 20% (ii) Time factor = 13/20= 0.65 (iii) Conveyance losses = 20% Determine the following: (i) Capacity factor for the main canal (ii) The design discharge at the head of the main canal 23.11 60

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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A 300 acre watershed just south of Chicago is currently undeveloped (woods). The soils are primarily clay, the hydraulic length of the watershed is 6560 ft, and the average lank slope is 1%. Determine the SCS synthetic UH before development and finish the table below. Solution: from Table 11.7; 1. For clay soil with woods cover, CN= 2. The soil moisture deficit S = in; 3. For a watershed with hydraulic length, time of concentration Te= hr min; 4. Time to peak Tp= min: 5. Peak discharge Op= cfsjin; 6. Storm duration is AD= hr= min; 7. The -min UH is displayed below using Table 11.11; Flow Time Time Ratios Flow Ratios (min) (cfs) (t/tp) (9/ap) 21 13 0.1 0.2 40 42 0.31 0.4 0.66 0.6 0,93 0.8 125 121 0.93 1.2 102 146 1.4 0.78 167 73 0.56 1.6 51 188 0.39 1.8
PROBLEM 2: Using the cumulative rainfall hyetograph given below for a 150-km2 watershed, determine the abstractions and the excess rainfall hyetograph using Horton's equation with fo = 40 mm/h, fe = 10 mm/h, and k = 2 h-1. Assume that an interception storage of 10 mm is satisfied before infiltration begins. Also, determine the depth and volume of excess rainfall and its duration. Time (h) 1 2 3 4 5 6 Cumulative rainfall (mm) 25 70 115 140 160 180
Q1 - Fora (200 x100 km Rectangular catchment are shown below the reciption rain gages: A = 21, B = 31, C = 25, D = 35. E = 30 and F = 28mm By using Thiessen method, find the average preciption? And compute the percentage error for astimation of average praciption? 50
Followings are given for a watershed: Rational method coefficient C = 0.37 Time of concentration = 30 min Watershed Area = 4.7 km^2 Rainfall intensity is 1.8 cm/hr Part 1: CIA=? (Must show calculation details for Part 1) (For Parts 2 to 4, pick only one choice and fill that blank) Part 2: If rainfall duration is 15 min, the peak flowrate is: a. b. uncertain, but it is smaller than C. uncertain, but it is greater than Part 3: If rainfall duration is 30 min, the peak flowrate is: d. e. uncertain, but it is smaller than f. uncertain, but it is greater than Part 4: If rainfall duration is 60 min, the peak flowrate is: g. h. uncertain, but it is smaller than_ i. uncertain, but it is greater than
QI. (a) Describe the Rational' method of designing surface water drainage systems. Define fully any terms used in the description. Discuss the assumptions made in applying the rational method, and comment upon the procedure used to predict the peak flow for a given return period. (b) At the beginning of the month of June, water level of a reservoir with surface area of 7km? was at 20m (Refer to reservoir characteristic curve in Figure Qla). Average longterm monthly rainfall for the month of June recorded at five raingages is summarized in Table Q1 (assuming the same average amount of rainfall is also recorded in the reservoir). The inflow to the reservoir X, located at the downstream catchment outfall, resulted from that rainfall can be estimated as Qin = 0.65PA where P is mean areal rainfall (to be estimated by Thiessen Polygon) from a 36km? catchment area A, schematically shown in Figure lb. An average monthly withdrawal of 6MCM from the reservoir is required for water supply…
A catchment has 4 sub areas (see table below). The annual precipitation andevaporation from each of the sub areas are given below. Assume that there is no change inthe groundwater storage on annual basis and calculate for the whole catchment the valuesof annual averageA. Precipitation (Ans. P ave = 1105.167 mm)B. Evaporation (Ans. E ave = 532.416 mm)C. What are the annual run-off coefficients for the subareas and for the totalcatchment area as a whole? (Ans.ratio = 0.508)
4.If the mean annual runoff of a drainage basin of 15,000 km2 is 165 m3/s, and the average annual precipitation is 135 cm. Estimate the ET losses for the area in 1 year. 5. A lake with a surface area of 3,250 acres was monitored over a period. During a three-month period, the inflow was 52 cfs, the outflow was 41 cfs, and 5.25 in. of seepage loss was measured. During this same time period, the total precipitation recorded was 7.25 in. and evaporation loss was estimated to be 4.5 in. Estimate the change in storage for this lake during the time period, in inches
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/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 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
A discharge of 0.15 cumecs is supplied into a canal at the head and 0.1 cumecs is delivered to field having an area of 1.5 hac. The Irrigation is started at a moisture extraction level of 60% of the available moisture and then extends for 10 hours. Determine the following efficiencies: water conveyance, water application, water storage, and water distribution. The following information are known: effective depth of r.z. = 1.7 m, runoff loss in the field = 425 m3 , water penetration depth varies linearly from 1.7 m at the head end of the field to 1.1 m at the tail end, W.H.C. = 25cm/m depth of soil.
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
Problem 3. A 50-ha catchment has the following time-area relationship. Estimate the runoff hydrograph (cumecs) using the time-area method for a 30-min rainfall hyetograph given. Time (min) Contributing area (ha) 10 15 20 10 25 30 30 50 Time (min) Average rainfall intensity (cm/hr) 0-5 10 5-10 8. 10-15 15-20 4 20-25 25-30 1
COMPUTE THE AREAL RAINFALL OF THE GIVEN DRAINAGE BASIN USING THIESSEN METHOD PLEASE GRAPH AND STEP BY STEP PROCESS SO I CAN FOLLOW