Traffic and Highway Engineering - With Mindtap
5th Edition
ISBN: 9781305360990
Author: Garber
Publisher: CENGAGE L
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Question
Chapter 16, Problem 23P
To determine
The thickness of a suitable drainage layer required to transmit the net inflow to a suitable outlet.
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|Q4|// |A]: For a small drainage area, the infiltration rate at the start of rainfall storm
was record to be 90 mm/hr and declined exponentially to a constant rate of 8 mm/hr
after 2.5 hr. The total infiltration during 2.5 hr was 50 mm. Develop the Horton's
equation for the infiltration rate at any time t< 2.5 hr.
[B]: Find the required discharge of irrigation water at the headwork of the
distiriburatry, if the gross area is 20000 mishara, the irrigation intensity is 65%, and the
water duty is 1600 hectare/m/sec.
A community receives 0.50 m³/s of flow into its wastewater treatment plant. The total surface area of the primary clarifiers is 2,700 m² and the retention time is 3 h. Find the overflow rate and the depth of the clarifiers.
Exercise [1]
For a small drainage area, the infiltration rate at the start of rainfall
storm was record to be 90 mm/hr and decreased exponentially to a
constant rate of 8 mm/hr after 2.5 hr. The total infiltration during 2.5
hr was 50 mm. Develop the Horton's equation for the infiltration rate
at any time t < 2.5 hr.
Chapter 16 Solutions
Traffic and Highway Engineering - With Mindtap
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- For a small drainage area, the infiltration rate at the start of rainfall storm was record to be 90 mm/hr and decreased exponentially to a constant rate of 8 mm/hr after 2.5 hr. The total infiltration during 2.5 hr was 50 mm. Develop the Horton's equation for the infiltration rate at any time t < 2.5 hrarrow_forwardif a 250mm sewer is placed on a slope of 0.010, a. what is the flowing capacity when n=0.013 cu.m/sec? b. hydraulic radius when n=0.013?arrow_forwardAnswer these both questions a. The total observed runoff volume during a 4 hr storm with uniform intensity of 2.8cm/hr is 25.2 x106 m3 from basin of 280km2 area. What is the average infiltration rate for the area. b. A volume of 3x106 m3 of groundwater was pumped out from unconfined aquifer uniformly over an area of 5 km2. The pumping lowered the water table from 102 to 99m. The specific yield of the aquifer is?arrow_forward
- 2. In designing a sewer an engineer selects a diameter of 300 mm and a slope that yields a velocity of 0.6 m/s when flowing full. This design satisfactorily handles the flow rate at the end of the design period with self-cleansing action. However, he neglected to check the operating conditions at the beginning of the design period, when the flow rate is expected to be 10 L/s. Assuming n = 0.013, find: a) The actual velocity when q = 10 L/s b) If there is self-cleansing at q = 10 L/s. If the answer is no, c) Find the slope that should be used to have self-cleansing at the beginning of the design period.arrow_forwardA primary circular clarifier for a municipal wastewater treatment plant is to be designed for an average flow rate of 3570 m³/d. Given the surface loading rate is 35 m³/day.m² and assume that the peak flow factor is 2.5. Calculate: 1) Peak Flow Rate 2) Surface Area of the Clarifier 3) Diameter of the clarifierarrow_forwardA water treatment plant has an average influent flow rate of 15 MGD and peak flow rate of 25 MGD with primary clarifiers. The primary clarifiers are designed for an overflow rate of 1,000 gpd/ft2 for average flow conditions and 2,000 gpd/ft2 for peak flow conditions. The minimum hydraulic residence time is 2 hours. Design two rectangular clarifiers with a length to width ratio of 3:1. 1) The length of each clarifier in feet is most nearly: 2) The volume required in each clarifier in cubic feet is most nearly:arrow_forward
- Design a concrete sewer required to carry a maximum design discharge of 10 cfs on a slope of 0.003. The minimum expected discharge is 2.5 cfs. Check the velocity for self-cleansing. Assume that commercial pipes are available in steps increasing by 0.5 ft (i.e. davail = 1 ft, 1.5 ft, 2ft, 2.5 ft...etc.)arrow_forwardA 1.5 hr storm of intensity 25 mm/hr occurs over a basin for which the Horton’s equation is established as f = 6 + 16 e –2t. Determine the depth of infiltration in the first 45 min and the average infiltration rate for the first 75 minarrow_forwardExercise [21 For a given basin, the following are the infiltration capacity rates at various time intervals after the beginning of the storm. Make a plot of the f-curve and establish an equation of the form developed by Horton. Also, determine the total rain and the excess rain (runoff). Time Precipitation rate Infiltration capacity (cm/hr) 3.9 (min) (cm/hr) 1 5.0 2 5.0 3.4 3 5.0 3.1 4 5.0 2.7 2.5 2.3 5.0 6. 7.5 7.5 7.5 2.0 10 1.8 7.5 7.5 2.5 2.5 2.5 12 1.54 14 1.43 16 1.36 18 1.31 20 1.28 22 2.5 1.25 Irigation Engineering Assignment No.1) Time Precipitation rate Infiltration capacity (cm/hr) 1.23 1.22 1.20 (min) (cm/hr) 24 26 28 2.5 2.5 2.5 30 2.5 1.20 Note: Excess rain (runoff) = Total precipitation Infiltration loss.arrow_forward
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