Q6/The average monthly inflow for a river are shown in the table below.A-Draw flow duration curveB-Determine the hydroelectric power in Mwatt, at 50% and 90% dependability. Assume plant efficiencyis 80% and gross head is 36m.Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov DecFlow30 55 50100 120 80 63 78 19 45 20(cumees)40

Answered: Image /qna-images/answer/0d6e1446-657b-4075-b2c0-dfef509b1077.jpg

Q6/The average monthly inflow for a niver are shown in the table below. A-Draw flow duration curve B-Determine the hydroclectric power in Mwan, at 50% and 90% dependability Assune plant efficiency is 80% and gross head is 36m. Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Flow 100 120 80 65 70 19 45 20 30 55 50 40 (cumees)

Q6/The average monthly inflow for a niver are shown in the table below. A-Draw flow duration curve B-Determine the hydroclectric power in Mwan, at 50% and 90% dependability Assune plant efficiency is 80% and gross head is 36m. Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Flow 100 120 80 65 70 19 45 20 30 55 50 40 (cumees)

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

• Calculate the Hydraulic rate Vo, and BOD load of a single -stage trickling filter with the following data: Q= 30000m3/d, t=3hrs, H=2m and BOD effluent 30mg/l, Recirculation around filter is =25%Q. Assume efficiency of filter 80%.
Two circular clarifiers operated in parallel service a single stage bio-tower system (plastic media) that receives municipal wastewater at an average flow (Qaverage) of 2000 m³/d, with BOD5 = 200 mg/L. The internal flow recirculation ratio is 2.4. The maximum overflow rate for the clarifiers is 1.8 m³/m²-hr. The design procedures require that the sizing of the clarifiers be based on "PEAK" flow which is twice the average flow (Qpeak = 2 × Qaverage), and media depth in the biotower is 3.0 m. Determine: (a) The overall BOD5 removal. (b) the surface area and the diameter of each clarifier. (k = 0.06 min¹; n = 0.5),
Q1: The design flow for a water treatment plant (WTP) is 1 MGD (3.8x10 m³ /d). The rapid mixing tank will have a mechanical mixer and the average alum dosage will be 30 mg/L. The theoretical mean hydraulic detention time of the tank will be 1 minute. Determine the following: a) the quantity of alum needed on a daily basis in kg/d, b) the dimensions of the tank in meters for a tank with equal length, width, and depth, c) the power input required for a G of 900 sec' for a water temperature of 10 °C. Express the answer in kW, given that u = 1.307 × 10³Kg/m.s.
For a 100 MW hydro power plant, calculate the water volumetric flow ratefor the 3 head values of 50m, 100m and 300m. Assume effective head to be85% of the gross head.
A water treatment plant is required to process 28800 m³/d or raw water (density = 1000 kg/m³, kinematic viscosity = 106 m²/s). The rapid mixing tank imparts a velocity gradient of 900 s¹ to blend 35 mg/l of alum with the flow for a detention time of 2 minutes. The power input (W) required for rapid mixing is..
Assume that taal lake is 100m2 and its average height is 5ft. Wastewater thatflows into the lake are the following: a. Food square kitchen waste 5m3/hr; Total Dissolved Solids (TDS) is 50g/L whichoperates 8hrs per dayb. CIH 5m3/hr kitchen waste; TDS is 20mg/L which operates 4hrs per dayc. PCH 20m3/day diluted laboratory waste ; TDS = 40mg/L (1)Determine the volume of wastewater which taal lake can still be contained withoutrainfall.(2)During operational hours a heavy rain fall, the rain gauge reading is 1.5m. Will the taalLake overflow? What is the volume of water that will over flow?(3). Compute the TDS concentration of the overflow.
While planning a future expansion, a water distribution pipe will be replaced as shown in Figure 2. The current plan is for the new configuration to have the same head-loss between points A and B once the new pipes are laid. Considering that the physical characteristics of these new pipes will be identical to the previously laid pipe (L, D, CHW), (A) what will the new operational flow be? After years of wear and tear while operating above the required flow, the pipes have prematurely degraded. The Hazen-Williams coefficients have dropped to: CHW₁= 130, CHW2= 135, CHW3= 125. You must now (B) quantify the head-loss between points A and B for an operational flow of 200 l/s. A -▬▬▬▬▬▬▬▬▬▬▬▬▬▬ LA-B = 150 m D = 0.15 m Qoperational =50 1/s CHW= 150 B ▬▬▬▬▬ A ▬▬▬▬▬▬ Pipe 1 Pipe 2 Pipe 3 Figure 2 Initial (left) and future (right) pipe configuration B
A sprinkler head has a discharge rate of 22.5 gal./min and a coefficient K = 5.65. What pressure is required at the sprinkler head?
Dechlorination contact tank (Wastewater Treatment) An activated sludge plant has a design flow (average daily flow) of 11 MGD. Determine dimensions of dechlorination tank. The design parameters: use 1 tank. detention time = 30 sec, depth = 10 ft, rectangular tank: L = 4 W. use maximum hourly flow (3 * Average design flow)
Assume that the ESP of Problem 5.1 is built with an actual collection area of 5400 m2, Now suppose that the actual drift velocity turns out to be 5,0 cm/s and the actual gas flow turns out to he 5500 m3/mtn, Calculate the actual efficiency, 5.1 A 98% efficient ESP is to treat a gas stream flowing at 5000 m3/ min. If the effective drift velocity is 6.0 cmf% calculate (a) the plate area {required and actual) in m2, and (b) the number of plates if each plate is 6 m hy 10 m, and there are 3 mechanical fields.
A municipality wants to determine the flow rate into the plant based on pipe size, elevation difference, and assumed roughness, for the water supply reservoir is shown in the figure below. The pipe is an old 4-inch diameter Cast Iron with a Hazen Roughness coefficient of 100 & 223 feet long. The difference in elevation is 62 feet. The pipe has a strainer at the entrance (k-1.9), a valve (k=8.6), a check valve (k = 2:7) and 3- 90° bends (k-0.83). The flow exits into a receiving pond at the WTP. Provide the flow rate in Gallons Minute. per WTP Az
2. A wastewater treatment plant disposes of its effluents into a stream at a point A. Characteristics of the stream at a location fairly upstream of A and of the effluent are as below: Item Units Effluent Stream m3 /s mg l1 Flow 0.20 0.50 Dissolved 0xygen 2.00 8.00 Temperature °C 26 22 BOD, at 20°C mgll 40 3. Assume that the deoxygenation constant K, at 20°C (base e) = 0.20 d-l and the re-aeration constant K, at 20°C (base e) Equilibrium concentration of dissolved oxygen C, for the fresh water is as follows: 0.40 d-1 for the mixture. %3D Temperature °C 18 20 22 23 24 25 26 C, (mg/1) 9.54 8.99 8.83 8.53 8.38 8.22 9.17 The velocity of the stream downstream of the point A is 0.2 m/s. Determine the critical oxygen deficit and its location. [Use temperature coefficients of 1.04 for K, and 1.02 for K,)