|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.
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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 hrThe 4 hourly rainfall data are given below. fo the initial value of the infiltration capacity is 6 mm/hr,and f0 the limit value of the infiltration capacity is 2 mm/hr and k is 0.4 1/hr. Hour: 1 Precipitation (mm): 4 Hour: 2 Precipitation (mm): 12 Hour: 3 Precipitation (mm): 17 Hour: 4 Precipitation (mm): 27 what is the runoff rate?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.
- A storm occurred and lasted for 3 hours giving a total rainfall of 45 mm. If initial infiltration rate is 15 mm/h and final infiltration rate is 10 mm/h, find the total infiltration depth if value of ‘k’ is 1. If other losses are negligible, find the effective depth of rainfall.Determine the water-application efficiency, the water-storage efficiency, and the water-distribution efficiency for the following conditions: stream of 80 lps delivered to the field for 5-hours, runoff averaged 40 lps for 2.5 hr, depth of root zone was 1.8 m, depth of penetration varied linearly from 1.8 m at one end to 0.6 m at the other end of the field. Ans. 76.5%, 66.7%, 90.6%An infiltration capacity curve prepared for a catchment indicated an initial infiltration capacity of 2.5 cm/hr and attains a constant value of 0.5 cm/hr in 10hrs of rainfall with a Horton's constant k=6/day. Determine the following: 1. Draw the infiltration curve and provide labels 2. Calculate the infiltration rate at 3.5hrs. 3. Calculate the infiltration loss at t1=3.5 hrs t2=5.0hrs. 4. Draw the infiltration curve and shade the area bounded by the infiltration loss. Refer from the previous question 5. Calculate the infiltration loss at t1=3.5hrs t2=5.0hrs (exponential function) and t1=4.5hrs t2=7.30hrs (linear function) 6. Draw the infiltration curve and shade the area bounded by the infiltration loss. Refer from the previous question
- 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.a plastic tile drain pipe is installed to carry a design flow from 3000ft of tile spaced 140 ft . if the soil drainable porosity is 0.06 and the drainage coefficinet to drop the water table is 0.21 m/day . and the grade of the tile is 0.2percent . the roughness cofficient (n) is 0.017 . the design diameter of the drain pipe (d) is egual meter ?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.
- 5 factors where infiltration capacity depends uponDesign 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.Design a detention pond for Lawrence Tech’s “Science Parking Lot” utilizing Oakland County Design Standards that minimize a loss of parking spots (estimate parking spaces lost). A complete construction grading plan is unnecessary but the volumetric relationships should be clear. You can utilize the existing pipe network drainage systems (no need to design a new pipe network) and you should assume the parking lot surface is at 668-ft and an outfall elevation at the river of 650-ft. Only focus on the pond size, shape, and outlet design. Submit very clean and annotated calculations and drawings. Drawings don’t have to be in AutoCAD but hand drawings (or other software) need to be clean and easy to interpret. Make sure you refer to County Standards for all critical design elements including side slope, riser requirements, etc.