Problem V: A 500 ft by 500 ft paved parking lot in Richmond, VA, has a runoff coefficient of C = 0.85 and is to be drained by a sewer pipe with a conveyance capacity equal to the peak discharge from a 5-year storm with a duration equal to the lot's time of concentration (t.). The inlet of the pipe is located at the left-bottom corner (i.e., outlet) of the parking lot. If the average overland flow velocity is 0.5 ft/sec, determine the design peak discharge for the sewer pipe using the Rational Equation.

Problem V: A 500 ft by 500 ft paved parking lot in Richmond, VA, has a runoff coefficient of C = 0.85 and is to be drained by a sewer pipe with a conveyance capacity equal to the peak discharge from a 5-year storm with a duration equal to the lot's time of concentration (t.). The inlet of the pipe is located at the left-bottom corner (i.e., outlet) of the parking lot. If the average overland flow velocity is 0.5 ft/sec, determine the design peak discharge for the sewer pipe using the Rational Equation.

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter16: Highway Drainage

Section: Chapter Questions

Problem 23P

See similar textbooks

Similar questions

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.
Determine the required area (in ft ) of a bioretention basin to service runoff from a shopping complex with 4 .2 acres of paved parking, 1.1 acre of sidewalks, 0.5 acre of landscaping. The 24-hr design storm is 1 inch. Use the empirical coefficients in Small Storm Hydrology method. There is no underdrain pipe for the bioretention basin. Use the following guidelines for the design: Ponding depth = 12 inch Media bed: 36 inches deep, porosity = 0.30 Gravel bed: 24 inches deep, porosity = 0.36
Answer 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?
A town covers 2000 acres with population density of 60 people/acre. Total wastewater production domestic= 125 gpcd, commercial+ industrial = 40 gpcd, and infiltration is computed at 400 gpd/acre. What are peak flows? Use tile GLUMRB peaking factor formula.
For a given month, a concrete pool (no filtration amount into soil and no transpiration) has 88.9 mm of evaporation, 177.8 mm of rainfall, and total storage decrease of 203 mm. Determine the possible leakage (runoff), in mm, out of the pool for the month? A) 88.9 mm B) 114.1 mm C) 291.9 mm D) 266.7 mm
Given the rainfall excess hyetograph and the 1-hr UH below: Time (hr) 0 1 2 3 4 5 6 7 8 Excess rainfall (in) 1 2 1 0.5 Direct runoff (cfs) 0 100 200 400 300 200 100 50 0 Compute the resulting storm hydrograph and assume no losses to infiltration and evapotranspiration
b.) Estimate the peak runoff flow rate observed in the combined sewer system in cfs generated only from storm water.
The following rainfall Heights were measured at a rainfall station. Draw a hyetograph of this precipitation. Calculate the infiltration Index Φ since the flow height is 44 mm.
find the following : 1- Inflow discharge (cm/6-months) = ? 2- ΔS (cm/6-months)= ? 3- Evaporation (in/6-months) = ? 4- Evaporation (L/6-months) = ?
Instantaneous infiltration rate can be estimated by the equation, f = 0.5(A / t0.5) + B, where ‘A’ and ‘B’ are constants and ‘t’ is the time elapsed from the beginning of the storm. Find total infiltration during 10 hours if A = 5 mm/h0.5 and B = 10 mm/h.
The flow rates measured during a precipitation at the outlet of a basin with an area of 32400 hectares are given below. It is assumed that the precipitation intensity is constant 60 mm/hr and the infiltration index of the basin is 10 mm/hr. Determine the duration of the unit hydrograph and obtain the 60-minute unit hydrograph of the basin. You can take the base flow as 100 m³/s.