Determine the value of o for the rainfall hyetograph shown. Assume the deplh of direct runoffis 2.5 in.t(hr)2The following data are from the 2.15-acre watershed W-15, Cherokee, Oklahoma, for thestorm of November 16, 1964. Assume that baseflow equals 0 and all rainfall prior to the startof runoff is initial abstraction. Determinc the distribution of rainfall excess using the phi-indexmethod. [Note: Rainfall values give the average intensity over the interval; runoff values areordinates.)HyctographHydrographTime ofRateTime ofRateTime ofRateDay(in/hr)Day(in./hr)Day(in./hr)053006300.0007320.000008260.5430.0107360.001408280.4180.3220.21807300.0007380.004908300745080004407540.004908340.1207560.009608380.1520.1040.0904080519207580.02280.04410.05970.0972084208 101920800090008151.20080209100.065408200825092009300.04900.03930.7208040.3608060.12708300.240808021809400.026608450.1208090.33509500.015509000.160810049410000.012409450,0008120.68710300.012409500.2408140.80710560.00960.00490.00490.001410000.0008160.93711100,160.03101508171.05113010351220135008200.87108240.6680.0000

Determine the value of o for the rainfall hyetograph shown. Assume the depth of direct runoff is 2.5 in. t(hr) The following data are from the 2.15-acre watershed W-15, Cheroke, Oklahoma, for the storm of November 16, 1964. Assume that baseflow equals 0 and all rainfall prior to the start of runoff is initial abstraction. Determinc the distribution of rainfall excess using the phi-index method. [Note: Rainfall values give the average intensity over the interval; runoff values are onlinater 1 2. (1y/u

Determine the value of o for the rainfall hyetograph shown. Assume the depth of direct runoff is 2.5 in. t(hr) The following data are from the 2.15-acre watershed W-15, Cheroke, Oklahoma, for the storm of November 16, 1964. Assume that baseflow equals 0 and all rainfall prior to the start of runoff is initial abstraction. Determinc the distribution of rainfall excess using the phi-index method. [Note: Rainfall values give the average intensity over the interval; runoff values are onlinater 1 2. (1y/u

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter16: Highway Drainage

Section: Chapter Questions

Problem 9P

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please show steps and explain If the rainfall excess consists of two bursts of 3.3 in./hr and 1.8 in./hrs, each for 20 minutes, and the 20-minute UH (1”) hasordinates of 15, 40, 25, and 10 ft3/s, compute the distribution of direct runoff.
The table below shows the observed rainfall intensity on a 2.26 km? catchment area. Estimate the o index if the observed runoff is 282 097 m3.
Q- A catchment area of 65 Sq. Km. in Gilgit received a rainfall of 12 cm from a 3-hours storm. At the outlet of the catchment, a natural stream had a steady flow of 10 cumecs before the storm and experienced a runoff lasting for 20 hours with an average discharge value of 90 cumecs. The stream was again to its original steady state with a flow of 10 cumecs. Estimate the losses and ratio of runoff to precipitation.
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A 6-hour rain of average intensity 2 cm/hour falls over the fern leaf type catchment as shown in Figurebelow. The time of concentration from the lines AA, BB, CC and DD are 1, 2, 3 and 4 hours,respectively, to the site 0 where the discharge measurements are made. The values of the runoffcoefficient C are 0.5, 0.6, and 0.7 for the 1st, 2nd and 3rd hours of rainfall respectively and attain aconstant value of 0.8 after 3 hours. Draw surface runoff hydrograph from the runoff collected from thecatchment and also calculate volume of direct Runoff.
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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
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