The peak flow data for 5 years is provided in the table below. Based on the table below, what are the correct values for a, b, and c? Flow peak (cfs) 9800 3540 1300 7560 12320 Rank a a=2, b=0.167, c=2 a=3, b=0.167, c=1.5 a=4, b=0.5, c=1.5 O a=4, b=0.167, c=3 a=2, b=0.667, c=3 O a=4, b=0.5, c=3 Probability b Recurrence Interval C

The peak flow data for 5 years is provided in the table below. Based on the table below, what are the correct values for a, b, and c? Flow peak (cfs) 9800 3540 1300 7560 12320 Rank a a=2, b=0.167, c=2 a=3, b=0.167, c=1.5 a=4, b=0.5, c=1.5 O a=4, b=0.167, c=3 a=2, b=0.667, c=3 O a=4, b=0.5, c=3 Probability b Recurrence Interval C

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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The peak flow data for 5 years is provided in the table below. Based on the table below, what are the correct values for a, b, and c? Flow peak (cfs) 9800 3540 1300 7560 12320 Rank a a=4, b=0.5, c=3 O a=4, b=0.5, c=1.5 O a=2, b=0.667, c=3 a=4, b=0.167, c=3 O a=2, b=0.167, c=2 O a-3, b=0.167, c=1.5 Probability b Recurrence Interval с
Q1: A hydraulic structure on a stream has been designed for return periods of 50 and ST 100 years. Maximum recorded floods in the stream are given below. Estimate the peak floods for the two return periods above, by using Gumble method. Year 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 Max. 115 128 142 99 79 71 85 102 145 flood, 153 78 50 m³/sec
Question 12 of 23 A flow os 0.413 m3/s was measured from a rectangular channel flowing 1.20 m wide and 0.60 m deep. If the slope of the channel was 0.0004, what os the roughness of the lining of the channel? Select the correct response: 0.013 0.025 0.021 0.016 < Previous
Question 03: Consider a flow field represented by the stream function w = (4+27) x'y - (6+27) x'y? + (4+27) xy'. Is this a possible two-dimensional incompressible flow? Is the flow irrotational? Discuss the reasons against your findings.
Perform the flood routing for a reach of river given X = 0.15 and K = 3 days using the inflow hydrograph with At = 1.5 day and At = 3 day below. Fill out the table and show detailed steps and calculations for each At for the first 3 rows. What is the effect of the magnitude of At on outflow hydrograph? Time (days) 0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 16.5 18 19.5 21 Inflow (cfs) Outflow (cfs) 0 5 13 34 68 74 73 61 45 32 27 21 14 7 0 Time (days) 0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 Inflow (cfs) 0 13 34 68 74 73 61 45 32 27 21 14 7 0 Outflow (cfs)
Problem 1. The mean daily discharge hydrograph from a basin is given below. It is known that the recession limb of this hydrograph has three components: channel storage, interflow, and baseflow. Assuming that the recession part of the hydrograph follow the geneeral depletion equation, find the values of K, and a for each of the flow components using Barnes (semi-log) method. (K=e") Date 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Q (m³/s) 278 265 5350 8150 6580 1540 505 280 219 195 179 167 157 147 139 131 123 117 111 105 100
Question 2 Route the inflow hydrograph through a reservoir as indicated in Table 2. The crest height of the spillway is 50 ft and storage capacity at this level is 116 ft3/s-day. The reservoir routing curves graph is given in Figure 1. Perform calculation until the outflow value is equal to zero. Based on the obtained result, plot the inflow and outflow hydrographs. Table 2 0.4 1.6 2 2.4 2.8 Time (day) 0 Flow (ft³/s) 0 0.8 120 1.2 229 56 380 268 155 50 Figure 1 25/atO (ft/s.day)-primary x-axis 700 800 900 1000 54.0 53.5 53.0 52.5 52.0 51.5 Elevation vs Storage (curve a) Elevation vs 25/De-O (curve b) Elevation vs Outflow (curve c) 51.0 50.5 50.08 49.5 110 230 0 Water Surface Elevation (tt) 400 W 500 130 100 600 150 200 190 170 210 Storage (ft³/s.day) - secondary x-axis 300 400 500 Outflow (ft³/s.day) - tertiary x-axis 600 250 1100 700
(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
Manning's equation is Q = where Cm AR 2/3 1/2 n Q = Cm = = flow (m³/s) 1.49 USC system 1.00 SI system roughness factor for various boundary conditions area (m2) hydraulic radius (m) n = A = R == = S = slope of EGL (or HGL for steady uniform flow conditions) m/m area/wetted perimeter Transform the above equation to solve for pipe diameter (mm) expressed in terms of flow (L/s), pipe slope (%) and pipe roughness "n". The value of Cm 1s 1.00 for a metric equation. Express your answer in the simplest form mathematically. Check by assuming arbitrary values and comparing the results between the original equation and the transformed equation.
At the confluence of two streams (A and B), TSS and flow measurements are made in stream A, one of the inflowing streams, with the results giving 238 mg/L TSS at a flow of 144 ft^/s. The same measurements are made in the river, D, below the confluence of the streams, giving 286 mg/L TSS at 212 ft3/s. Find the flow rate and TSS concentration in stream B.
The annual peak flow data were recorded between 1980 and 2021 at a particular section of a river. Annual peak flows have been transformed into log values and the following statistics are obtained. Mean of log transformed peak annual flows = 3.525 Standard deviation of log transformed peak annual flows = 0.178 Skewness of log transformed peak annual flows = -0.235 a. Estimate the 2% AEP peak discharge by assuming that the annual peak flow data follows Log-Pearson type III distribution. b. Estimate the 2% AEP peak discharge by assuming the peak flow data are lognormally distributed. c. Compare the peak discharge obtained from two methods (l.e. Log-Pearson type III distribution and Lognormal distribution).
Route the following flood through a reach for which K = 22 h and x = 0.25. Plot the inflow and outflow hydrographs and determine the peak lag and attenuation. At t = 0 the outflow discharge is 40 m/s. 0 12 24 Time (h) Inflow (m³/s) 40 65 165 250 240 205 170 130 115 36 48 60 72 84 96 108 120 132 144 85 70 60 54