You are responsible for calculating the peak discharge for a culvert design in a small watershed in Washington, DC. The watershed area is 4 acres and currently has 30 % of its area of industrial (heavy areas) and 70 % of residential (single –family areas). The design manual suggests you design your culvert for a 10 return period. The watershed has a concentration time of 2 hours. Calculate: a) What is the design peak flow? b) What is the impact of the runoff coefficient (C) range on your design? c) After you implemented your project, the residential area was entirely converted to industrial areas. Would that affect you design? If yes, by how much?

You are responsible for calculating the peak discharge for a culvert design in a small watershed in Washington, DC. The watershed area is 4 acres and currently has 30 % of its area of industrial (heavy areas) and 70 % of residential (single –family areas). The design manual suggests you design your culvert for a 10 return period. The watershed has a concentration time of 2 hours. Calculate: a) What is the design peak flow? b) What is the impact of the runoff coefficient (C) range on your design? c) After you implemented your project, the residential area was entirely converted to industrial areas. Would that affect you design? If yes, by how much?

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter16: Highway Drainage

Section: Chapter Questions

Problem 19P

See similar textbooks

Similar questions

I NEED THIS ASAPPPP What is specific energy in open channel flow? Draw a typical graph of depth vs. specific energy for aconstant discharge in rapidly varied flow (RVF). Identify the regions of subcritical flow, supercriticalflow, and critical flow and alternate depths on the graph
Design a wastewater treatment primary clarifier for an average flow rate of 1.10 MGD,and a peak hourly flow rate that is 3.1 times the average flow rate. Pertinent parametervalues selected for design include a peak hourly overflow rate of 1800 gpd/ft2, maximumhourly weir loading rate of 30,000 gpd/ft, minimum tank depth of 7.0 ft. Determine;a. Minimum clarifier diameter (ft).b. Clarifier diameter (ft) if collector mechanisms are available only in 5.0 ftincrements of diameter.c. An appropriate side water depth (ft), i.e., the tank depth excluding the coneshaped bottom.d. If the peak hourly weir loading rate is acceptable when using a peripheral weir.
Find the discharge in lps through a rectangular standard submeged orifice 450 mm long (horizontal dimension) by 200 mm deep (vertical dimension) if the upstream surface is 175 mm vertically above the downstream water surface. Answer : 102lps. I need solutions,, thanks!
Given the drainage area in above Figure calculate the discharge at the outfall using the rational method. Use the5-year rainfall intensity-duration curve Other data are: •for Area 1, C=0.50, Area = 1.3 acres, and inlet time = 7 mins; •for Area 2, C= 0.40 , area = 2.5 acres , and inlet time 5 mins•for Area 3, C=0.70, area 3.9 acres, and andinlet time = 5 mins.The sewer lines in Areas 2 and 3 are each 500 ft in length; and the average velocity of flow in the sewers may be assumed to be 3.0 ft/sec. (Answer 20 cu ft/sec)
Given the drainage area in above Figure calculate the discharge at the outfall using the rational method. Use the5-year rainfall intensity-duration curve Other data are: •for Area 1, C=0.50, Area = 1.3 acres, and inlet time = 7 mins; •for Area 2, C= 0.40 , area = 2.5 acres , and inlet time 5 mins•for Area 3, C=0.70, area 3.9 acres, and andinlet time = 5 mins.The sewer lines in Areas 2 and 3 are each 500 ft in length; and the average velocity of flow in the sewers may be assumed to be 3.0 ft/sec.
-What happens to the theoretical discharge if the flowrate traveling through the device is increased? -How does the head passing through your weir impact the discharge coefficient? (FLOW OVER A RECTANGULAR WEIR) Need ASAP. thank you.
(FLOW OVER A 60 DEGREES V-NOTCH WEIR) Need ASAP. Thank you. What happens to the theoretical discharge of the triangular weir when the flow rate going through the device is increased?
LABORATORY OPEN CHANNEL FLOW QUESTIONS: What happens to the value of the head loss if the discharge through the titling flume channel is increased?
Given the site development plan for a subdivision considering the storm drainage systembelow, consider the following storm event details:a. I = 2,481.44(t + d)^–0.6477b. d = 15 minsc. t = 10 mins (initial)Determine the following:1. Discharge Q in lps at Pipe 1 (L = 20 m)2. Discharge Q in lps at Pipe 2 (L = 20 m)3. Discharge Q in lps at Pipe 3 (L = 20 m)4. Discharge Q in lps at Pipe 4 (L = 20 m)5. Total time of discharge from the first inlet to the outfallNote: Use the Rational Method to compute Q.
What effect do such losses have on your initial analysis of full-flow discharge? What other loss elements should be considered in the analysis? What value is there in your initial discharge analysis?
(FLOW OVER A 60 DEGREES V-NOTCH WEIR) Need ASAP. Thank you. -How does the head flowing through your 60° v-notch weir impact the discharge coefficient? -How does the notch angle (60°) effect the device coefficient and the flow of discharge over your rectangular weir?.
PROBLEM #3 ONLY!!! Problem 1: A storm drain system is shown in Figure P16.11. For the flow conditions indicated, determine the time of concentration from Point A to Point C using the Kirpich, Kerby, Bransby-Williams, and Federal Aviation Administration Methods. Problem 2: Using the Kirpich time of concentration you calculated in Problem 1 and assuming the watershed is located in Seattle, WA, determine the intensity for the 50-year storm. Problem 3: For the watershed in Problems 1 and 2, determine the peak flowrate(in ft3/s )for the 50-year storm event at Point Cusing the Rational Method.