The daily streamflow data for Fall River, Massachusetts at a site having a drainage area of 650 km2 are given in the table. Separate the baseflow from the runoff hydrograph by using arbitrary method #1 only.

The daily streamflow data for Fall River, Massachusetts at a site having a drainage area of 650 km2 are given in the table. Separate the baseflow from the runoff hydrograph by using arbitrary method #1 only.

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

Compute the 4-hr Snyder's synthetic unit hydrograph for a watershed with an area of 27.8 square miles and a main channel length of 16.3 miles. The main channel length from the outlet to the point opposite the centroid of the watershed is 5.4 miles. The regional parameters are C₁ = 1.7 and C₂ = 0.5. Plot the resulting hydrograph and label the lagged time to peak (tr), time to peak (TDR). peak discharge (Q₂R), and time base (T₁). (similar to 8.4.4)
How would you go about deriving a UH from a catchment for which data (catchment area, rainfall and discharge values) are available? Derive a hyetograph from the incident rainfall (losses do not need to be considered to derive a UH); Determine the UH using the formula "Ui = Qi/P" (for a single interval hyetograph) or using "deconvolution" (for a multiple interval hyetograph). Estimate direct runoff hydrograph by subtracting baseflow from observed stream flow data; Estimate the total runoff volume and the direct runoff depth over the catchment; Determine the UH ordinates using the formula "Unit hydrograph = Direct runoff hydrograph x 1/Direct runoff depth"; Estimate catchment losses and subtract these from the incident precipitation to obtain excess rainfall; the duration of the excess rainfall is used as the duration of the UH. Determine the precipitation volume for each time interval; Use UH superposition and proportionality principles to derive a direct unit hydrograph; Estimate…
Will the following rectangular channel (base = 8 ft, height = 3 ft) be able to provide adequate conveyance for the drainage area shown in the figure below? The channel roughness (n) is 0.02 and slope is 0.01 (ft/ft). Use the rational method and assume a runoff coefficient of 0.75 and rainfall intensity of 2.5 in/hr to calculate the runoff. 2,000 ft 700 ft Channel 500 ft
Separate the baseflow from the stream flow hydrograph using the straight-line method. What is the baseflow? Calculate the direct runoff hydrograph (DRH) and plot it as an x-y scatter plot. Time (hr) Discharge (cfs) 0.0 60 0.5 54 1.0 50 1.5 90 2.0 137 2.5 176 3.0 200 3.5 198 4.0 140 4.5 97 5.0 60 5.5 40 6.0 35 6.5 32 7.0 29 7.5 24 8.0 22 8.5 20 9.0 20 9.5 19 10.0 19 10.5 18 11.0 18 11.5 18 12.0 17
Problem 3. Given below are the daily mean flows in cubic meter per second at a gaging station for a period of 5 days. What is the mean flow rate for the period of cubic meters per second? What is the total discharge during the period in cubic meters? If the drainage area is 1958 km', what is the runoff volume in millimeters? Day 1 | 2 | 3 4 | 5 Flow, m'/s 19.8 135.9 87.8 57.2 37.1 Problem 4. Using the data of prob. 4-3, and relationship of Fig. 4-16, estimates the peak flow
Derive a 2-hr unit hydrograph using the Snyder method for a watershed of 70 km2 area, with a main stream that is 9 km long. Also, the distance measured from the watershed outlet to a point on the stream nearest to the centroid of the watershed is 5 km. Take Ct = 3.0 and Cp = 0.70. Graph the 2-hr unit hydrograph for the watershed.
Problem 1 The storage, elevation and outflow data of a reservoir are given below in Table 1. When the spillway crest is at elevation 300.2 m, the following flood given in Table 2 was expected into the reservoir. If the reservoir surface is at elevation 300.00 m at the commencement of the inflow, route the flood to determine the (a) the outflow hydrograph (b) the reservoir elevation vs time curve Table 1 Elevation, m Storage (S) 106 m3 Outflow discharge (Q) m³/s 299.5 4.8 300.2 5.5 300.7 19 301.2 6.6 50 301.7 7.2 94 302.2 7.9 144 302.7 8.8 200 Table 2 Time, h Flood discharge, m3/s 13 3 25 6 65 75 12 66 15 54 18 40 col i
Given the data below: Drainage area = 405 hectares Neglect base flow TIME Hr. 0 2 4 6 8 10 12 14 16 18 Determine the following a) Direct runoff depth (Dr) b) Unit hydrograph peak flow c) Effective duration ORDINATES OF FLOOD HYDROGRAPH cu.m/s 0 0.6 1.1 2.6 5.4 4 2.6 ft. 1.7 0.3 0 cm per cm of runoff ORDINATES OF 2HR UNIT HYDROGRAPH Per cm per runoff
The ordinates of a 6h-UH of a watershed having a drainage area of 393 km^2 are given below. For a storm over the watershed having excess rainfall of 5 cm for the first six hours and 15 cm for the second six hours, compute the direct runoff hydrograph ordinates and plot the hydrograph. Compute the depth of direct runoff in cm. Assuming constant baseflow of 100 m^3/s, compute the storm hydrograph ordinates and plot the hydrograph. (List all the DRH ordinates in order, separated by a single space.)
The following table gives values of measured discharges at a stream gauging site in a year. Upstream of the gauging site, a weir built across the stream diverts 3.0 Mm³ and 0.50 Mm³ of water per month for irrigation and for use in an industry respectively. The return flows from the irrigation is estimated as 0.8 Mm³ and from the industry at 0.30 Mm³ reaching the stream upstream of the gauging site. Estimate the natural flow. If the catchment area is 180 km² and the average annual rainfall is 185 cm, determine the runoff-rainfall ratio. Month 1 Gauged flow (Mm³) 2.0 2 1.5 3 4 5 6 7 8 9 10 11 12 0.8 0.6 2.1 8.0 18.0 22.0 14.0 9.0 7.0 3.0
1. A 160-acre drainage basin has the following characteristics: Land Use Residential, flat, 60% impervious Residential, flat, 30% impervious Concrete or sheet asphalt pavement Turf Meadows Forested Area * for a range of values, the runoff coefficient can be calculated as an average value. Rainfall Intensity (in/hr) Find the peak runoff from the drainage area for a 20-minute duration storm with a return frequency of 25-years? 20 18 16 14 2 0 0 Frequency (years) 100 50 25 10 10 Area % 20 30 5 25 20 20 30 Duration (min) Coefficient (C)* 0.55 0.40 0.85 0.25 0.2 40 50 60
%VY . Q1: A catchment area is 5 square miles and the total direct Runoff (E D. R = 11150 ft / sec). Estimate the base flow for the data shown in the table below? Time 2 3 4 5. 6. 500 500 1200 2250 2920 2670 2060 1430 Total Flow(ft/sec) 202.57 | 506.43 700.32 627.97 451.44 269.13 11 U.H 10 1100 910 Time 9 12 13 14 15 16 Total 780 650 530 510 510 500 Flow(ft'/sec) U.H 173.6 118.65 81.03 52.09 28.94 11.57 2.89 Q2: Develop a 3-hr synthetic unit hydrograph for the catchment are using Snyder's method only. If the catchment area is 400 kan?, L= 25 kam and La km, assuming C15 and C,-0.7 •,.0 |||||||||||||1||||||| إلغاء إعادة تعي ين