Reference no: EM131607237

Portfolio

Q1

The annual maximum daily rainfall at a hydropower station is provided below.
a) Estimate the parameters of the log-normal and GEV distributions by the method of moments.
b) Plot the empirical cumulative distribution using Weibull formula.
c) Superimpose on the plot the two fitted distributions.
d) Estimate the quantiles (maximum daily rainfall) corresponding to return periods of 5, 10, 20, 50, 100, 200, 500, 1000 years using both fitted distributions, and show the points on the plot.
e) Use Kolmogorov-Smirnov test to select the preferred distribution.

Table Q1: Maximum daily rainfall data

Year	Rain	Year	Rain	Year	Rain	Year	Rain
1917	394	1942	588	1967	501	1992	1075
1918	432	1943	625	1968	389	1993	276
1919	403	1944	553	1969	406	1994	325
1920	1153	1945	491	1970	465	1995	423
1921	494	1946	580	1971	906	1996	498
1922	682	1947	660	1972	589	1997	1031
1923	597	1948	366	1973	808	1998	437
1924	884	1949	932	1974	415	1999	623
1925	505	1950	655	1975	419	2000	481
1926	375	1951	666	1976	471	2001	529
1927	614	1952	520	1977	463	2002	485
1928	832	1953	357	1978	567	2003	561
1929	663	1954	590	1979	997	2004	556
1930	332	1955	467	1980	513	2005	942
1931	532	1956	535	1981	754	2006	439
1932	480	1957	496	1982	686	2007	305
1933	503	1958	668	1983	530	2008	473
1934	438	1959	527	1984	569	2009	537
1935	410	1960	577	1985	780	2010	729
1936	344	1961	447	1986	867	2011	377
1937	1062	1962	961	1987	671	2012	844
1938	425	1963	497	1988	448	2013	521
1939	746	1964	629	1989	513	2014	430
1940	456	1965	404	1990	723	2015	559
1941	802	1966	657	1991	428	2016	585

Q2

A water resources project is to be located in Weipa (12.6493° S, 141.8470° E). Use ARR2016 to provide the following information.

a) Determine the rainfall depth for 5% AEP of 1 hour duration.
b) Show a table of the 10 temporal patterns for 1-hour duration corresponding to AEP in a).
c) Draw the 10 histograms of 5% AEP design storm.
d) Derive the 5-min Snyder Unit Hydrograph for a 30 km2 catchment where the main stream length is 5 km and the distance from the point on the stream nearest to the centroid to catchment outlet is 2 km. Assume Ct=0.6 and Cp=0.8.
e) Assuming an initial loss of 20 mm and continuing loss of 6 mm/h, prepare a table of net rainfall for the design storms.
f) Route the net rainfall hyetographs to the catchment outlet using the unit hydrograph derived in d).
g) Show the hydrographs on the same plot and indicate the average of the ensemble hydrographs.

Q3

Measured flows at an upstream and downstream section of a river are given below.

a) Select the best combination of Muskingum coefficients of X from the set (0.1, 0.2, 0.3, 0.4, 0.5) and K from the set (30, 35, 40, 45, 50) that best fit the data based on minimum sum of squared residuals.

b) New upstream section flow is given in the table below. Estimate the hydrograph at the downstream section using the optimum X and K values.

c) On the same plot show the upstream and downstream sections' flows of the new data.

Table Q3: Flows

Time (min)	Upstream Flow (m3/s)	Downstream Flow (m3/s)	New Upstream Flow (m3/s)
0	10.0	10.0	10.0
30	10.0	10.0	10.0
60	25.0	12.2	13.0
90	45.0	23.4	15.0
120	31.3	35.1	20.0
150	27.5	32.1	25.0
180	25.0	28.8	30.0
210	23.8	26.2	35.0
240	21.3	24.3	45.0
270	19.4	22.1	40.0
300	17.5	20.0	38.0
330	16.3	18.3	32.0
360	13.5	16.6	25.0
390	12.1	14.4	20.0
420	10.0	12.6	18.0
450	10.0	11.0	15.0
480	10.0	10.3	13.0
510	10.0	10.1	10.0
540	10.0	10.1	10.0
570	10.0	10.0	10.0
600	10.0	10.0	10.0

Q4

The runoff hydrographs from a site before and after development are given below. The post development detention basin is to be drained by an outflow weir. The elevation versus storage in the detention basin is given below. The weir crest is at elevation 0.0 m, which is also the initial elevation of the water surface in the detention basin prior to runoff. The performance characteristics of the weir is given by

Q = 1.83BH^3/2

where Q is the overflow rate in m3/s, B is the crest length in m, and H is the head on the weir in m.

a) Plot the performance characteristics curves of the reservoir and outlet structure required by the PULS Method of reservoir routing.

b) Determine the optimum (most economical) crest length (B, to the nearest 5 mm) of the weir for the detention basin to operate at its full capacity.

Table Q4.1: Before and after hydrographs

Time (mins)	Runoff
	Before (m3/s)	After (m3/s)
0	0.00	0.00
30	2.00	3.50
60	7.50	10.60
90	1.70	7.50
120	0.90	5.10
150	0.75	3.00
180	0.62	1.50
210	0.49	0.98
240	0.30	0.75
270	0.18	0.62
300	0.50	0.51
330	0.00	0.25
360	0.00	0.12
390	0.00	0.00

Table Q4.2: Detention basin elevation versus storage data

Elevation (m)	Storage (m3)
0.0	0
0.5	11022
1.0	24683
1.5	41522

Q5

A stormwater drainage system located in Weipa is to be designed for a new development. The proposed pipeline segments (links) and manholes (nodes) are shown in the figure below.

a) Upload the image of the catchment provided into XPSWMM. Note that the Real World Extents of Top: 6880800 m; Left: 460000 m; Bottom: 6880500 m; Right: 460500 m.

b) Digitise the incremental catchment boundaries, nodes and links using XPSWMM. Attach an image of the digitised information on the background image.

c) Determine the incremental areas and pipe lengths. Prepare two tables with headings below in XPSWMM and export for your report.

Table Q5.1: Sub-catchments

Name	Node Name	Area (ha)
1
2
3
4
5
6
7

Table Q5.2: Nodes and Links

Link Name	Upstream Node	Downstream Node	Length (m)
1-2
3-2
4-2
2-5
6-5
5-7