page 1
page 2
page 3
page 4
page 5
page 6
page 7
page 8
page 9
page 10
page 11
page 12
page 13
page 14
page 15
page 16
page 17
page 18
page 19
page 20
page 21
page 22
page 23
page 24
page 25
page 26
page 27
page 28
page 29
page 30
page 31
page 32
page 33
page 34
page 35
page 36
page 37
page 38
page 39
page 40
page 41
page 42
page 43
page 44
page 45
page 46
page 47
page 48
page 49
page 50
page 51
page 52
page 53
page 54
page 55
page 56
page 57
page 58
page 59
page 60
page 61
page 62
page 63
page 64
page 65
page 66
page 67
page 68
page 69
page 70
page 71
page 72
page 73
page 74
page 75
page 76
page 77
page 78
page 79
page 80
page 81
page 82
page 83
page 84
page 85 page 86
page 87
page 88
page 89
page 90
page 91
page 92
page 93
page 94
page 95
page 96
page 97
page 98
page 99
page 100
page 101
page 102
page 103
page 104
page 105
page 106
page 107
page 108
page 109
page 110
page 111
page 112
page 113
page 114
page 115
page 116
page 117
page 118
page 119
page 120
page 121
page 122
page 123
page 124
page 125
page 126
page 127
page 128
page 129
page 130
page 131
page 132
page 133
page 134
page 135
page 136
page 137
page 138
page 139
page 140
page 141
page 142
page 143
page 144
page 145
page 146
page 147
page 148
page 149
page 150
page 151
page 152
page 153
page 154
page 155
page 156
page 157
page 158
page 159
page 160
page 161
page 162
page 163
page 164
page 165
page 166
page 167
page 168
page 169
page 170
page 171
page 172
page 173
page 174
page 175
page 176
page 177
page 178
page 179
page 180
page 181
page 182
page 183
page 184
page 185
< prev - next > Energy Hydro power civil_works_guidelines_for_micro_hydro (Printable PDF)
CIVIL WORKS GUIDELINES FOR MICRO-HYDROPOWER IN NEPAL
83
Box 5.2 Ghandruk peaking reservoir
The design flow of the 50 kW Ghandruk micro-hydro scheme is 35 1/s but the dry season flow is only 20 1/s. Hence during the
dry season the power output was about 39 kW until a peaking reservoir was built in 1994. Such a peaking reservoir became
necessary because of the demand for full power (50 kW) in the village during the mornings and evenings. There is nominal power
demand in the afternoon and even less during night time.
A suitable site for the reservoir was located on the terrace immediately downstream of the old forebay. Photographs of the
peaking reservoir during and after construction can be seen below.
Photo 5.15 Ghandruk peaking reservoir after construction
Photo 5.14 Ghandruk peaking reservoir during construction
The walls and the floor of the reservoir were constructed of stone masonry in cement mortar. The reservoir has been sized such
that it can provide the design flow of 35 1/s for at least six hours (3 hours in the morning and 3 hours in the evening). The
calculations are as follows:
Storage volume required = (Design flow - dry season flow) x 6 (hr) x 60 (min/hr) x 60(s/min) = (35 - 20) x 6 x 60 x 60 = 324,000
litres or 324 m3
Hence a reservoir with a minimum storage capacity of 324 m3 is required to be able to provide 50 kW for six hours. The actual
dimensions of the reservoir are as follows:
Length = 20 m . Width = 20 m
Depth = 1.2 m
Hence, the storage volume is 480 m3, about 48% larger than the minimum required volume. Note that the old forebay has now
become redundant. Also, since the peaking reservoir is downstream of the old forebay, a few metres of head are lost. This is
compensated by slightly increasing the design flow.
Any sediment deposited in the reservoir is manually cleaned during the annual maintenance period. A flushing facility was not
installed because of potential erosion and landslide problems due to the large volume of water involved.
At present the power plant is shut when there is no demand for power, then the reservoir is allowed to fill.