In the table below annual rainfalls of gage A, B, C and D are given. Gage D was permanently relocated after a period of 5 yr (at the end of 1989); thus adjust the recorded values from 1985 through 1989 of gage D using double mass curve assume the data for the other gages are consistent.

Q: For a data of maximum recorded fiood of a river, the mean and standard deviation are 4200 m/s and…

A:

Q: Use a single-triangle unit hydrograph procedure to develop a storm hydrograph for a 1-h, 50-year…

A: Solution; Given that; P=2 CN=80

Q: A 4-hour rainfall in a catchment of 250 km2 produces rainfall depths of 6.2 cm and 5.0 cm in…

A: 4-hr rainfall,Catchment area A=250 km2,Rainfall depths = 6.2 cm & 5 cm in successive 2-hour unit…

Q: Analysis of data on maximum one day rainfall depth at Chile indicated that a depth 360 mm had a…

A:

Q: An annual maximum series for a smallr in Irelandllowing sample statistics for the period990 to…

A: Mean annual flood(QBAR)=34.2 To findi) Using these statistics together with an EV1 distribution…

Q: The annual flood series for a river is available for 21 years. If the observed mean discharge and…

A: Given that :- annual flood series for a river is available for 21 years observed mean discharge =…

Q: 1. The rainfall hyetograph is shown in Figure 4.16 and is listed in Table 4.18. It is subject to a…

A: Given, Depression storage loss=0.15 cmFo=0.45 cm/hFc=0.05cm/hk=1h

Q: A storm with 12 cm precipitation produced a direct surface runoff of 7.2 cm in the equivalent depth…

A:

Q: q= 2200 cfs q= 62.2970 cms The watershed above the same location at Little Alamance Creek is 7.2…

A: Given data:- Flow rate Q = 2200 cfs Rainfall duration t = 1 hour = 3600 seconds Water shed area A =…

Q: Analysis of data on maximum one day rainfall depth at Madra indicated that a depth 280 mm had a…

A: Return period of 40 years

Q: Example 7.20 For a data of maximum recorded fiood of a river, the mean and standard deviation are…

A:

Q: Water Resource

A: Given: Period of measurement = 1 year Area of lake = 0.8 km2 Precipitation, P = 1400 mm Surface…

Q: Q.13.02 A field pumping test was conducted from an aquifer of sandy soil of 4 m thickness confined…

A:

Q: One month of rainfall and pan evaporation data has been collected and a correlation to a mass…

A: Given: Lake evaporation, EL = 6.55 in Pan evaporation, EP = 6.9 in

Q: . Using the Meyer and Dune equations, find the daily evaporation rate for a lake given that the mean…

A: Given : Mean water temperature = 70 F Mean air tenperature = 85 F Pan coefficient = 0.5 Average wind…

Q: the non-exceedence probability of a hydrologic event is 0.80, then the return period for this event…

A:

Q: andard deviation S = 650 m³/sec. For what discharge would you design provide 95% 000 that th ucture…

A:

Q: Example 7.54. On the basis of isopluvial maps, the 50 year-24 hr maximum rainfall at Bangalore is…

A:

Q: For a data of maximum recorded fiood of a river, the mean and standard deviation are 4200 m/s and…

A:

Q: The following table is the recorded maximum depths (inches) of precipitation for a 30-minute…

A: Given  30 min duration data of precipitation Of recorded maximum depth  Weibull distribution method…

Q: QUESTION 1 Use the kinematic wave formula to determine the time of concentration for a small…

A: Given Data -  Length of overland flow = 45.72 m  Average overland slope = 0.02 m/m Rainfall rate =…

Q: For a data of maximum recorded fiood of a river, the mean and standard deviation are 4200 m/s and…

A:

Q: Q2- Analysis of data on maximum one day rainfall depth-indicated that depth of 240 mm had return…

A:

Q: For a data of maximum recorded fiood of a river, the mean and standard deviation are 4200 m/s and…

A:

Q: The performance of a hydraulic structure during a flood has been investigated in a 1/36 model based…

A: given- 1/36 model based on Froude law of similarity.Lr=1/36T=3 hr

Probability, risk and uncertainty analysis for hydrological design

It gives a framework that is financially critical for finding the exceptional designs of hydrological systems with a reduced cost in total inclusive of the project cost and the disaster mitigation cost. But there would be hardly any assessment of a decent quality damage function. Hence, errors in demonstrating the hydrologic events, incorrect model parameters, and so on may occur. Here, we will discuss a specific hydrological design that of a detention basin for studying and understanding the risk-based procedure, uncertainties, and probability analysis by following a systematic framework.