The figure below shows an inflow and an outflow hydrograph that was calculating using the Muskingum method for routing the hydrograph over a river reach. What is thepeak flow attenuation between inflow and outflow hydrographs?500Flow [cms]40030020010000 1 23.InflowOutflow4 5 6Time [hours]67 78 9 1011 12

Answered: The figure below shows an inflow and an…

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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3. The inflow hydrograph in the table is for flows observed at a river cross-section over two days. Your job is to develop 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) 100 100 6. 300 12 380 18 500 24 400 30 310 230 100 36 42
Three inches of runoff produced the hydrograph below. Find the unit hydrograph. What value goes in the highlighted cell? 24-hr Storm Runoff 24-hr Unit Time Hydrograph Hydrograph (hr) (cfs) |(cfs) 150 300 12 1050 16 1260 20 1500 24 1800 28 2010 32 2700 36 3360 40 5100 44 3900 48 3138 52 1956 56 1650 60 1200 64 1188 68 450 72 270 76 O 250 cfs O 150 cfs O 100 cfs O O cfs O 450 cfs O 200 cfs O 50 cfs
Example -2 Using the given 6-h unit hydrograph derive the flood hydrograph due to the storm given below, UH: Time (h) 6-h UH ordinates (m³/s) 0 20 60 150 120 90 66 Storm: 0 6 12 18 24 30 36 42 48 54 60 66 Time from beginning of the storm (h) 0 Accumulated rainfall (cm) 0 50 32 20 10 0 6 12 18 4 5 10 The index for the storm can be assumed to be 0.167 cm/h. Assume the base flow to be 20 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
AREA-VELOCITY METHOD The data pertaining to a stream-gauging site are given below: Distance from the left of 3.0 7.0 11.0 15.0 19.0 23.0 26.0 water edge (m) Depth (m) 1.5 2.2 3.5 2.8 1.9 1.0 Revolutions of a current 21 55 120 109 45 30 meter kept at 0.6 depth Duration of observations 10 100 150 150 100 100 (s) The rating equation of the current meter is v = 0.35NS + 0.02 m/s where Ns = revolutions per second. Calculate the discharge in the stream.
The hydrograph tabulated below was observed for a river draining a 40 square miles catchment, following a storm lasting 3 hours. Нour Нour fr3/s Нour fi3/s 450 5500 9000 7500 6500 24 27 3500 3000 2600 2210 48 1070 950 840 750 3 51 54 57 30 33 36 39 42 12 1890 60 15 18 21 5600 4800 660 590 540 1620 63 1400 1220 66 4100 45 Separate base-flow from runoff and calculate total runoff and calculate total runoff volume. What was the net rainfall in inches per hour?
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.
Problem #1: (a) Determine the Muskingum parameters of k and x for a river reach with inflow and outflow hydrographs as listed below in the table. Time (hr) Inflow (cfs) Outflow (cfs) 12 24 36 48 60 72 84 96 108 120 132 144 156 168 2.3 14.5 28.4 31.8 29.7 25.3 20.4 16.3 12.6 9.3 6.7 5.0 4.1 3.6 2.0 7.0 11.7 16.5 24.0 29.1 28.4 23.8 19.4 15.3 11.2 8.2 6.4 5.2
'The table below gives the ordinates of a stream, flow hydrograph at the outlet of a catchment of an area 600 km2 due to a storm that is believed to have duration of 3 hours. Assuming a constant base flow of 50 m³ /s, compute the ordinates of a 3-hour UH for the catchment. Time (hr) 0 3 6 9 12 | 21 | 27 30 150 15 18 24 33 36 Flow 50 600 950 700 530 400 310 240 190 110 80 50 (m/s)
OTO 'T Hydrology • Flood Routing • HW • Q1// . • The inflow and outflow hydrograph for a river reach are as shown in columns 2 and 3 of the Table. Determine K and x for the reach. (1 ||| = t + فلاتر O 4th year civil engineering class Inflow Time (hr) (cms) 0 12 24 36 48 60 72 84 96 108 120 132 144 156 168 Outflow (cms) 0 2.3 14.5 28.4 31.8 29.7 25.3 20.4 16.3 12.6 9.3 6.7 5 4.1 3.6 0 2 7 11.7 16.5 24 29.1 28.4 23.8 19.4 15.3 11.2 8.2 6.4 5.2 إضافة شرح... × mum
Observed values of inflow and outflow hydrographs at the ends of a reach in a river are given below. Determine the best values of K and x for use in the Muskingum method of flood routing. 0 6 12 18 24 30 36 42 48 54 60 Time (h) Inflow (m³/s) Outflow (m³/s) 66 20 80 210 240 215 170 130 90 60 40 28 16 20 20 50 150 200 210 185 155 120 85 55 23
Q1/ The ordinate of 2-hrs unit hydrograph of a basin are given in the table below. Compute a 4-hrs unit hydrograph ordinate using S-curve methods and plot the S-curve and the 4-hrs UH. O24 6 8 10 Time (h) 12 (ms) 25 100 2-h UH Ordinates 160 190 170 110 (h) 14 16 18 Time 20 22 24 26 (ms) 70 30 2-h UH Ordinates 20

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