8. Route the inflow hydrograph in the following table through a river reach for which x = 0.2 and K = 2 days using the Muskingum method. Use a routing period of At = 1 day and assume that inflow equals outflow for the first day. Time (day) 1 2 3 4 56789 10 Inflow (cfs) 4000 7000 11000 17000 22000 27000 30000 28000 25000 23000 Time (day) Inflow (cfs) 11 20000 12 17000 13 14000 14 11000 8000 5000 4000 4000 4000 4000 15 16 17 18 19 20

8. Route the inflow hydrograph in the following table through a river reach for which x = 0.2 and K = 2 days using the Muskingum method. Use a routing period of At = 1 day and assume that inflow equals outflow for the first day. Time (day) 1 2 3 4 56789 10 Inflow (cfs) 4000 7000 11000 17000 22000 27000 30000 28000 25000 23000 Time (day) Inflow (cfs) 11 20000 12 17000 13 14000 14 11000 8000 5000 4000 4000 4000 4000 15 16 17 18 19 20

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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Similar questions

Route the inflow hydrograph tabulated in the following table through a river reach for which x = 0.2 and K = 2 days for only the first three days. Use a routing period At=1 day and assume I = O for the first day. Time (day) 1 2 3 Inflow (cfs) 4000 7000 11000 :
OTO 'T (1 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. Assume x = 0.1,0.2, 0.3 ||| = t + فلاتر O Inflow Time (hr) (cms) 0 12 24 36 48 60 72 84 96 108 120 132 400 144 156 168 Outflow (cms) 0 A.BREEEEEEE. 14.5. 28.4 31.8 29.7 25.3 16.3 12.6 a 2 7 11.7 16.5 24 29.1 28.4 23.8 19.4 15.3 11.2 82 6.4 5.2 إضافة شرح... × mum
Ex (3): The following table shows the mean values of measured annual precipitation in 5 rain gauges located in a certain catchment. Determine the average rainfall by Thiessen method. Note: each square on the grid corresponds to a distance of 1 km. 1 2 15 Station Annual Precipitation (mm) P1 800 P2 600 P3 900 P4 400 PS 200
(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
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 the peak flow attenuation between inflow and outflow hydrographs? 500 Flow [cms] 400 300 200 100 0 0 1 2 3. Inflow Outflow 4 5 6 Time [hours] 6 7 7 8 9 10 11 12
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
What volume equalization basin is required to even outflow variations in the following data? Assume the flows are hourly averages. Time 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 Flow (m³/s) 0.0875 0.0700 0.0525 0.0414 0.0334 0.0318 0.0382 0.0653 0.113 0.131 0.135 0.137 Time 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Flow (m³/s) 0.135 0.129 0.123 0.111 0.103 0.104 0.105 0.116 0.127 0.128 0.121 0.110
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
1) Velocity - Area Method Given the tabulated data taken from a section of a stream, determine what is asked for. Mean Velocity at Subsection (m/s) Subsection Dist. from BM 0+100 Depth at subsection (m) ID (m) LWE 3 1 4 0.75 0.2 2 7 1.3 0.5 10.5 2.2 0.7 4 13 2.75 1 15.75 3.3 1.35 17.5 3.5 1.66 7 20 2.35 8 23.75 3.1 2.1 27.5 2.45 1.75 10 31.6 1.95 0.9 11 35.2 0.3 0.3 RWE 36 a) Draw the cross-section of the portion of the stream b) What is the total cross-sectional area of the stream section? c) What is the total discharge at this section of stream? d) What is the average velocity of water at the whole stream section?
1: Following are the ordinates of a storm hydrograph of a river draining a catchment area of 423 kmz due to a 6h storm.. Derive the ordinates of 6h unit hydrograph & plot the same. Time in hr -6 6 12 18 24 30 36 42 48 Stream flow 10 10 30 87.5 115.5 102.5 85 71 59 475 m/s Time in hr 54 60 66 72 78 84 90 96 102 Stream flow 39 31.5 26 21.5 17.5 15 12.5 12 12 m'/s
Sounding and current meter measurement data for Wawa River are shown below. The starting velocity and proportionality constant after the current meter calibration are 0.04 and 0.7 respectively for v in m/s. What is the total streamflow at Wawa River? Left Bank Flow Depth of Time Distance Depth Revolutions Measure (second) (meter) (meter) 0.2D 10 21 1 0.751 0.8D 24 23 0.2D 16 35 2 0.875 0.8D 29 38 0.2D 21 42 1.243 0.8D 38 48 0.2D 26 50 4 1.564 0.8D 45 55 0.421 0.6D 25 29 6. 0.214 0.6D 10 19 7
Q4-The stream flows due to three successive storms of 2.9, 4.9 and 3.9 cm of 6 hours duration each on a basin are given below. The area of the basin is 118.8 km². Derive a 6-hour unit hydrograph for the basin. An average storm loss of 0.15 cm/hr can be assumed. Time (hr) 0 Flow (cumec) 20 3 50 6 92 9 140 12 199 15 202 18 204 21 24 84.5 27 30 33 45.5 29 20