3. The inflow hydrograph in the table is for flows observed at a river cross-section over two days. Your job is todevelop the outflow hydrograph for the next cross-section 3 mi downstream using Muskingum K = 11 hr and X =0.13. Plot both hydrographs on a single graph.Time (hr)Inflow (cfs)Outflow (cfs)1001006.300123801850024400303102301003642

Outflow routing is derived by using muskingum method Given K = 11 hr X = 0.13 Intial outflow is…

Answered: 3. The Inflow nydrograph thể table Is…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Determine the area of the watershed whose unit hydrograph is depicted in the table below. 3 4 Time (hr.) UH Ordinates (m/s-cm) 2 36 6 7 12 24 18 12 6
6 The ordinates of a 6-h unit hydrograph are as given below: Time (b) 6-h UH 12 18 24 30 36 42 48 54 60 75 25 50 100 87.5 75 62.5 50 37.5 25 72 66 72 78 12.5 0 0 ordinates (m3/s) Calculate the resulting hydrograph (flood hydrograph) due to storm of rainfall excess of 2 cm during the first 6 hours and 4 cm during the second 6 hours interval. The base flow can be assumed to be 25 m³/s constant throughout.
Route the following upstream inflow hydrograph through a downstream flood control channel using the Muskingum method. The channel reach has a proportionality coefficient of 1.25 hr and a weighting factor of 0.3 Stop routing after completing the 20-hour time step. Time (hr) 1 2 3 4 5 6 6 7 8 9 10 Inflow (cfs) 90 140 208 320 440 550 640 680 690 630 Time (hr) 11 12 13 14 15 16 17 18 19 20 Inflow (cfs) 570 470 390 360 330 250 180 130 100 90
TT DILLU b. The ordinates of the recession limb of a hydrograph are listed below. Assuming that the interflow is negligible, determine the direct runoff and base flow recession constants. Time from Time from Peak Hours Discharge m³/s Discharge m³/s peak hours 0 517 72 134 12 432 84 113 24 318 96 96 36 227 108 72 48 188 120 60 60 153 132 50
Problem 3 The table below contains the data for a one-hour unit hydrograph. Time Q (hr) (cfs/in) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 0 145 246 359 979 432 246 134 65 32 0 (a) Determine the area of the watershed to which this unit hydrograph corresponds. Report your answer in acres. (b) Assume a very intense 3-hour storm occurs shortly after a rainy period, so the ground is very saturated. The runoff from the first one-hour interval of the storm totals 0.5 in., the runoff from the second one-hour interval is 2.5 in, and the runoff from the third one-hour interval totals 1.7 in. The baseflow during and after the storm is 80 cfs. Derive the storm hydrograph for this 3-hour storm. table that clearly indicates how you used the unit hydrograph, sample calculations Provide a with sufficient explanation, explanatory sketches, and a graph of the storm hydrograph. (c) Determine the peak discharge that will occur in the river if this 3-hour storm occurs.
Find Baseflow volume using the recession curve method
. The following are the ordinates of the 9-bour unit hydrograph for the entire catchment of the river to reservair dam site: Time (hr) o9 is 27 36 45 54 63 72 81 90 Discharge 0 69 1000 210 118 74 46 26 13 4
Rainfall depth over a watershed is monitored through six numbers of well distributed rain gauges. Gauged data are given below Rain gauge Number: Rainfall depth (mm): Area of Thiessen Polygon (× 104 m²):95 100 98 80 85 92 The Thiessen mean value (in mm, up to one decimal place) of the rainfall is 1 2 3 4 5 6 470465435525480510
Example 4. Following are the ordinates of a storm hydrograph of a river draining a catchment area of 423 km² due to a 6-h isolated storm. Derive the ordinates o f a 6-h unit hydrograph for the catchment Time from start of storm (h) -6 0 6 12 18 24 30 36 42 48 Discharge (m³/s) 10 10 30 87.5 115.5 102.5 85.0 71.0 59.0 47.5 Time from start of storm (h) 54 60 66 72 78 84 90 96 102 Discharge (m³/s) 39.0 31.5 26.0 21.5 17.5 15.0 12.5 12.0 12.0
(Use Gumbel method) A river has following character: Average flowrate Q (m^3/sec) = 8526 Standard deviation S (m^3/sec) = 4250 If return period (yr) = 10 Estimate the peak flowrate (cms). 22600 62500 46300 51600 14100

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