gauge (Rondebosch, on the Little Olifants River) have been used in
the preliminary design of a hydropower scheme.
Table 1.1. Streamflow (in Mm3/month) at B1H015
Year 1
0.134
Consider the following.
a.
"-Head" loss at the orifice of the
intake negligible.
"-Use" design flow at 95% or more
probability of exceedance
"-No" penstock safety, surge, design
of the forebay tank to be carried out.
"-Bend" loss coefficients to be
referred to Figure 1.1 at the botton of question.
b. Dam catchment: 10 km2 with runoff coefficient of 0.03 and the
rainfall intensity is 60 mm/h related to flooding conditions.
c. Spillway: Crested weir with round edges profile.
d. Headrace canal in concrete precast Length = 30 m, Manning's
coefficient = 0.015.
e.Penstock in welded steel (comprised of 3 parts)
"-Part1" (starting from end of the
canal with a bend of 30°, ratio centreline bend radius/internal
pipe diameter = 0.7)
Length = 60 m, flow velocity = 1.8 m/s
"-Part" 2 (an extension of part 1, but
with contraction, Kc =0.04). No bend between parts 1&2
Length = 15 m, flow velocity = 2.5 m/s -
Part 3 (starts at the end of part 2, with a bend of 60°, ratio
centreline bend radius/internal pipe diameter = 0.7). This part is
horizontal and ends into the powerhouse and it has the same length
and flow velocity as in part 2
f. Fully open valve (situated on penstock part 3 just before the
powerhouse)
Based on the above, answer the following questions:
1.1. Perform the design calculations related to all components
of the hydropower scheme.
1.2. Calculate gross power
1.3. Calculate net power
1.4. Calculate the power efficiency
1.5. Select the type of turbine(s).
- A Two Year Flow Data Series Shown In Table 1 1 At B1h015 Gauge Rondebosch On The Little Olifants River Have Been U 1 (25.78 KiB) Viewed 109 times
1.2 1.1 1.0 0.9 0.8 0.7 0.6 ku 180 0.5 60 120-190 503 150- 0.4 40 Angle of Bend, Degrees 30 0.3 204 0.3 10. 0.1 0 0.5 0.6 0.8 1 2 3 4 5 6 10 Centerline Radius of Bend Internal Diam of Pipe