All Matches

Solution Library

Expert Answer

Textbooks

Search Textbook questions, tutors and Books

Oops, something went wrong!

Change your search query and then try again

Result Not Found

Books FREE
Tutors
Study Help
Ask a Question

Search
Sign In
Register

study help
computer science
systems analysis and design 12th

Questions and Answers of Systems Analysis And Design 12th

Fill in the blanks.production application programs. a. There is usually the staff to handle all requests that are submitted: therefore, they must be
What should analysts do when they have validated that there are bugs in the program?
How are test scripts used in the benchmarking of the program?
"Quick fixes" can be a very effective way to make simple changes to a system with a minimum amount of time and cost. On the other hand, what is the danger or downside of quick fixes?
Why is relying on system knowledge important in debugging of the program?
Explain the concept of adaptive maintenance.
Why is the cost of system maintenance high?
Congratulations-you've reached the final chapter in the textbook. Now it is time to reflect on the chapters that you read. Part One covered the contest of a systems development project. Reread the
What are some of the tasks suggested in technical support?
In Part Two, you covered a wide range of systems analysis methods in seven chapters, Again, reread the introduction at the beginning of Part Two; then list what resonated the most for you in each
Why will system enhancement occur?
Please do the same for Part Three as in the preceding two parts.
What are the tasks needed to conduct system enhancement?
Part Four of the textbook takes you into the final phase of the project, then into ongoing operations and support. Follow the same process as for the preceding parts, but in addition, please take a
Why is it necessary to recover the existing physical system in system enhancement?
What itre the reengineering tools suggested in the textbook?
At this point, take a moment and assess the object-oriented analysis and design techniques you have learned. How do you feel they compare to the other analysis and design approaches taught in this
Fill in the blanks: Window links, are b. The term for a set of are. eg, icons, buttons and stated in system design have an objects which Land, objects, they need to which can act as a single unit is.
Prepare a manual for your revised prototype. Remember to orient the manual to the expected user, and not your professor Bind the manual and submit it to your professor. You will be graded on clarity,
Fill in the blanks: a. The final. on whether the system is correctly and ready for implemen- tation is the b. The key input in to the phase is the phase. c. The is completed d. Once the. complete..
One very important final activity should take place after conversion to the new system is successfully completed. What do you think it is?
What is system support?
Your company has grown rapidly in the past several years, and its organizational structure has lagged behind. The CIO has asked you to reorganize the systems operation and support section of the IT
Requests from users for system enhancements or changes are one of the more challenging aspects of systems support, as described in the textbook. Research this issue on the Web, and discuss it with
Create a portfolio of the work you have done tin this class. Include major deliverables that showcase your capabilities as a systems analyst and designer, any letters of team recognition for good
For the following soil properties, determine the amount of infiltrated water when ponding occurs and the time to ponding. K = 1.97 cm/h, θi = 0.318 , θs = 0.518 , i = 7.88 cm/h, and ψf = 9.37 cm.
Given an initial infiltration capacity f0 of 2.9 cm/h and a time constant m of 0.28 h−1 for a homogeneous soil, derive an infiltration capacity versus time curve if the ultimate infiltration
Determine the 20-year peak flow at a stormwater inlet for a 100-ha urban watershed. Assume that the inlet time equals 30 minutes, the watershed soil belongs to group B, and the land use pattern and
Consider the case of a drainage area having 25% imperviousness, a pervious area with a CN of 61%, and 50% of unconnected imperviousness. Compute the adjusted CN for this basin for the current soil
A 400 km2 watershed includes 350 km2 of open area with 80% grass cover and 50 km2 of an industrial district that is 72% impervious. The watershed is subjected to a 24-hour rainfall with a total depth
Determine the ordinates of the direct runoff of the effective rainfall hyetograph shown in Figure 3.9 . The ordinates of 10-minute UH of the considered watershed are given in Table 3.13 (column
Given the 2-hour UH in Table 3.14 , use the S-curve to develop the ordinates of a 3-hour and a 1-hour UHs.Table 3.14 Two-Hour Unit Hydrograph in Example 3.7 Time (h) Q (m/s) 0 0 1 200 2 500 3 4 5 400
For the given rainfall excess hyetograph and 1-hour UH, compute the storm hydrograph for the corresponding watershed. Assume no losses, no infiltration, and no evaporation. P = {0.3,0.5,1.5,0.2,1} cm
Construct a UH from the hydrograph depicted in Figure 3.12 and given in Table 3.18 for a 2-hour rainfall. The catchment area is 4.5 km2. Use the constant value separation and construct a hydrograph
From the 1 cm/h S-curve in Table 3.21 , determine the IUH and then use it to estimate a 2-hour UH.Table 3.21 S-Curve in Example 3.10 7 8 9 800 800 Time (h) 0 1 2 3 4 5 S-Curve (cm/s) 05 200 450 500
For a catchment, the effective rainfall hyetograph of an isolated storm and the corresponding direct Runoff hydrograph (DRH) are given. Determine the coefficients n and k of Nash model IUH.
Develop an IUH and a 2-hour UH in the catchment with an area of 200 km2 with Nash model parameters of n = 3 and K = 5 hours.
Consider a basin as a linear reservoir with 6-hour lag time. Determine the resulting runoff from the rainfall given in Table 3.28 .Table 3.28 70 2 0.5 2 Hyetograph in Example 3.13 Time (h) I (cm/h)
Eleven annual maximum discharges and the corresponding imperviousness for a watershed are given in Table 3.32 . Test the homogeneity of these flood records.Table 3.32 Rank of Xixi Difference d = Fyi
Assuming the imperviousness data of Example 3.15 (column 3 of Table 3.32 is not available), test the homogeneity of the flood data.Table 3.32Data from example 3.15 Eleven annual maximum
For an AR(2) model, the parameters have been estimated as ϕ1(1) = 0.3 and ϕ2(2) = 00.4 . Check the parameters’ stationary condition.
For a sample of 100-year normal and standardized annual inflows to a reservoir, an AR(2) model is selected. The first and second correlation coefficients are estimated as ρ1 = 0.65 and ρ2 = 0.3 .
For an MA(2) model, the parameters have been estimated as θ1 = 0.65 and θ2 = 0.3 . Check whether the parameters pass the invertibility condition.
For a time series with given autoregressive and partial autoregressive coefficients estimate the parameters of model ARMA(1, 1).
Find the appropriate ARIMA(p, d, q) model for discharge data of a reservoir (Table 3.37 ):Table 3.37 Data for Example 3.21 Date Discharge (MCM) 2017.01.08 0.193 2017.01.15 0.174 2017.01.22 0.225
Which one of the following is not a factor in controlling times of concentration of watershed runoff? (a) The drainage density, (b) the roughness of the flow surface, (c) the rainfall intensity, (d)
Using the least-squares UH, fit a gamma UH to the least squares UH. Area = 630 ha. Time increment = 30 minutes. Compare the least-squares and gamma synthetic UHs.
The characteristics of a given watershed are as follows:• Area: 800 km2• Length of main channel: 35 km• Length of basin center to outlet point: 15 km• Ct = 1. 6 and Cp = 0. 16 3. The
Construct and draw an S-hydrograph using the 2-hour UH of the above exercise.Data from above exerciseThe characteristics of a given watershed are as follows:• Area: 800 km2 • Length of main
For an AR(2) model, the parameters have been estimated as ϕ1(2) = 0. 35 and ϕ2(2) = 0. 5. Check the parameters’ stationary condition. If it is used for 100-year normal and standardized annual
For an MA(2) model, the parameters have been estimated as θ1 = 0. 8 and θ2 = 0. 45. Check whether the parameters pass the invertibility condition.
For a given month, a 300-acre lake has 15 cfs of inflow, 13 cfs of outflow, and a total storage reduction of 16 acre-ft. A station next to the lake recorded a total of 1. 3 inches of precipitation
Compute the infiltration and cumulative infiltration after 1 hour of infiltration into a silt loam soil that initially had an effective saturation of 30% (Note: Δθ = (1 − Se)θe).
Calculate the time of concentration of the watershed where the length of the main river is 3,000 m and the average slope is 0. 02. If the curve number is estimated at 80, use the SCS equation for
A 6-hour UH of a catchment is triangular in shape with a base width of 53 hours and a peak ordinate of 25 m3/s. Calculate the equilibrium discharge of an S-curve obtained by this 6-hour unit
A 2-hour UH is given by a rectangle whose base is 4 hours and height is 0. 32 cm/h. Derive a 4-hour UH using the given 2-hour UH.
The ARMA(1, 1) model is fitted to the time series of streamflow at a station with parameters ϕ1(1) = −0.6 and θ1 = −0.4. Plot the autocorrelation functions of the time series from lags 1 to 5.
The peak of flood hydrograph due to a 3 h duration isolated storm in a catchment is 300 m3/s. The total depth of rainfall is 6. 3 cm. Assuming an average infiltration loss of 0. 3 cm/h and a constant
Write the mathematical expression of order 1 and order 2 nonseasonal ARIMA. Why is the seasonal differencing done? Write the mathematical expression of the second-order seasonal differencing for
The ordinates of the 6-hour unit hydrograph of a catchment are given in Table 3. 40.Calculate the ordinate of the DRH due to a rainfall excess of 2. 5 cm occurring in 6 hours. TABLE 3.40 Unit
Develop ARIMA (1,1,1) (0,1,2)4. Consider that this model is used to predict the rainfall during a year, what would be the scale of the model outputs (daily, monthly, or seasonally)?At most, how many
A series of residuals of a model fitted to precipitation data in a station in 20 time intervals is given in Table 3. 41. Use the turning point test and comment on the randomness of the residuals.
Water having a temperature of 15°C is flowing through a 150 mm ductile iron main at a rate of 19 L/s. Is the flow laminar, turbulent, or transitional?
Does conservation of energy apply to the system represented in Figure 4. 22. Based on the conservation of energy, the summation of head losses in a loop should be equal to zero.Data describing the
Manually find the discharge through each pipeline and the pressure at each junction node of the rural water system shown Figure 4. 23. Physical data for this system are given in Table 4. 17. 1-8 P-8
In the network depicted in Figure 4. 24, determine the discharge in each pipe. Assume that f = 0. 015. Physical data of the pipeline have been given in Table 4. 17. 3.5 m/s 200 mm 250 m 250 m 250 mm
A cast iron pipe is employed to deliver a flow rate of 0. 1 m3/s between two points that are 800 m apart. Determine the pipe size if the allowable head loss is 10 m and the Hazen–Williams roughness
Using the Muskingum method, route the inflow hydrograph given in Table 4. 18, assuming(a) K = 4 hours and X = 0. 12 and (b) K = 4 hours and X = 0. 0. Plot the inflow and outflow hydrographs for each
Determine the flow in a composite gutter with W = 0. 5 m, S = 0. 015, SX = 0. 03, and a = 0. 08 m. Assume that T is equal to 2 m and the Manning coefficient is 0. 01.
Consider an impervious area with the length of 40 m, slope of 0. 03. The effective Manning coefficient is 0. 03. Determine the runoff hydrograph for a constant rainfall excess rate of 20 mm/h with
Determine the peak discharge resulting from a 2-hour rainfall with a constant intensity equal to 2. 5 × 10−5 mm/s that happens on an impervious rectangular basin with the following
Determine the flow depth and spread of a triangular gutter with S = 0. 02, SX = 0. 03, and n = 0. 02 where the peak flow is estimated as 0. 1 m3/s.
Two adjacent subwatersheds have characteristics as follows: Subarea 1: length = 2,500 m;elevation drop = 52 m. Subarea 2: length = 1,200 m; elevation drop = 65 m. Compute the slope of each subarea.
Derive expressions for computing the shape parameters (LC, L, Li, Re) of an elliptical watershed with lengths for the major and minor axes 2a and 2b, respectively. Assume the watershed outlet is
Compute the channel slope between sections 1 and 6 and for each of the five reaches of the given data in Table 4. 19. Compute the average of the computed slopes for the five reaches and compare it to
Compute the average channel slope using the station data from Problem 5.Data from problem 5A cast iron pipe is employed to deliver a flow rate of 0. 1 m3/s between two points that are 800 m apart.
Find the drainage density for the given watershed in Figure 4. 25. The reach lengths, in miles, are shown in the figure (area = 80 km2). 110 25 55 110 30 20 25 110 100 40 BO 80 40 30 30 100 75 35 30
In a watershed, the number of streams of orders 1–6 is 42, 56, 19, 9, 3, and 1, respectively.Compute the bifurcation ratio.
The number, length, and area of each stream order are shown in Table 4. 20. Compute the bifurcation ratio and the relations for estimation of stream number, total length, and area of different orders
Calculate the time of concentration of the watershed where the length of the main river is 3,000 m and the average slope is 0. 02. If the curve number is estimated at 80, use the Soil Conservation
Using the velocity method, find the concentration time of a 1. 6 ha drainage area which is primarily forested, with a natural channel having a good stand of high grass. The data of Table 3. 3 can be
Consider a smooth concert surface of 30 m in length at a slope of 0. 15%. If the rain intensity is 125 mm/h, calculate the estimated travel time.
Calculate the time of concentration of the dense grass watershed where the length of the main river is 2,000 m, the length of drainage is 1,200 m, and the average slope is 2%. If the curve number is
Which one of the following characteristics is not a measure of basin shape? (a) The length to the center of area, (b) the elongation ratio, (c) the drainage density, and (d) the circularity ratio.
Which one of the following is not a factor in controlling times of concentration of watershed runoff? (a) The drainage density, (b) the roughness of the flow surface, (c) the rainfall intensity, (d)
The channel system shown in Figure 4.2 can be viewed as consisting of three reaches. Subareas 1, 2, and 3 have reaches of lengths 4,940, 2,440, and 3,670 m, respectively. As it is shown in Figure 4.2
For the given watershed in Figure 4.2 , calculate the channel and watershed slope based on the altitude data given in Table 4.1 . Subwatershed 1, Subwatershed 2 Subwatershed 3/ FIGURE 4.2 Watershed
Estimate the average slope of the watershed shown in Figure 4.4 regarding Table 4.2 if the watershed is divided into five intervals. FIGURE 4.4 Watershed in Example 4.4. 3758m 2994m 3466m 3405m 3375m
Estimate the average slope of Figure 4.4 without any interval. FIGURE 4.4 Watershed in Example 4.4. 3758m 2994m 3466m 3405m 3375m 3120m
Consider a parking lot with length 50 m and slope 0.005 . The effective Manning’s coefficient of the parking lot is 0.020 . Determine the runoff hydrograph for a constant rainfall excess rate equal
Determine the peak discharge resulting from a 1-hour rainfall with a constant intensity equal to 1.5 × 10−5 m/s that happens on a pervious rectangular basin with the following characteristics:L =
The inflow hydrograph for a channel reach with an initial steady flow equal to 45 m3/s is given in Figure 4.11 . Calculate the outflow hydrograph in 1-hour time increments. The Muskingum parameters
The diameter of a pipe varies between 200 and 100 mm from section A to section B, respectively. The pressure at section A is 8.15 m, and there is a negative pressure equal to 2.5 m at section B. The
Determine the friction factor for water flowing at a rate of 0.028 cm in a cast iron pipe 50 mm in diameter at 80°F. The pipe roughness is e = 2.4 × 10−4 m.
Determine the head loss in a cast iron pipe that delivers water at a rate of 0.03 cm at 45°C between two points A and B. The pipe diameter and length are 150 mm and 300 m, respectively. If point B
Compute the head loss in Example 4.11 by using the Hazen–Williams formula.Data from example 4.11 Determine the head loss in a cast iron pipe that delivers water at a rate of 0.03 cm at 45°C
Two reservoirs are connected by a 200-m-long cast iron pipeline, as shown in Figure 4.15 . If the pipeline is proposed to convey a discharge of 0.2 m3/s, what is the required size of the pipeline(υ
A pumping system is employed to pump a flow rate of 0.15 m3/s. The suction pipe diameter is 200 mm and the discharge pipe diameter is 150 mm. The pressure at the beginning of the suction pipe A is
For a flow rate of 0.04 m3/s, determine the pressure and total heads at points A, B, C, and D for the series pipes shown in Figure 4.18 and Table 4.11 . Assume a fully turbulent flow for all cases
For the series pipe system in Example 4.15 , find the equivalent roughness coefficient and the total head at point D for a flow rate of 0.03 m3/s.Data from example 4.15 For a flow rate of 0.04

Showing 1200 - 1300 of 3007

First
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Last

Get In Touch

About Us
Contact Us
Career
Jobs
FAQ
Campus Ambassador

Company Info

Security
Copyrights
Privacy Policy
Terms & Condition
SolutionInn Fee
Scholarship

Services

Sitemap
Fun
Definitions
Become Tutor
Study Help Categories
Recent Questions
Expert Questions

Copyright © 2024 SolutionInn All Rights Reserved.

Get the SolutionInn - Study Help App