Chapter 5 - Publications, US Army Corps of Engineers

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EM 111O-2-17O1 31 Dec 1985 represented either by a tailwater rating curve or a constant elevation based on the weighted average tailwater elevation or on ‘block loadedn operation (see Section 5-6g). (2) Net head represents the actual head available for wwer generation and should be used in calculating energy. Head losses due to intake structures, penstocks, and outlet works are deducted from the gross head to establish the net head. Information on estimating head loss is presented in Section 5-61. (3) A hydraulic turbine can only operate over a limited head range (the ratio of minimum head to maximum head should not exceed 50 percent in the case of a Francis turbine, for exawple) and this characteristic should also be reflected in power studies (see Sections 5-5c and 5-6i). d. XficiencvL The efficiency term used in the water power equation represents the combined efficiencies of the turbine and generator (and in some cases, speed increasers). Section 5-5e provides information on estimating overall efficiency for power studies. . 5-4. ral ADDroaches to ~st~e F@r~v= a. utroductio~ Two basic approaches are used in determining the energy potential of a hydropower site: (a) the non-sequential or flow-duration curve method, and (b) the sequential streaflow routing HEAD LOSSES NET HEAD A _l__ GROSS HEAD TAlLWATER ELEVATION f v — 0 .’ /’~/ [///\\Y Figure 5-2. Gross head vs. net head 5-6 FOREBAY ELEVATION —
EM 1110-2-1701 31 Dec 1985 (SSR) method. In addition, there is the hybrid method, which combines features of the SSR and flow duration curve methods. b. Jlow-Duration Curve Method. (1) The flow-duration curve method uses a duration curve developed from observed or estimated streamflow conditions as the starting point. Streamflows corres~nding to selected percent exceedance values are applied to the water power equation (Equation 5- 2) to obtain a power-duration curve. Forebay and tailwater elevations must be assumed to be constant or to vary with discharge, and thus the effects of storage operation at reservoir projects cannot be taken into account. A fixed average efficiency value or a value that varies with discharge may be used. When specific ~wer installations are being examined, operating characteristics such as minimum single unit turbine discharge, minimum turbine operating head, and generator installed capacity are applied to limit generation to that which can actually be produced by that installation. The area under the powerduration curve provides an estimate of the plantts energy output. (2) This method has the advantage of being relatively simple and fast, once the basic flow-duration curve has been developed, and thus it can be used economically for computing power output using daily streamflow data. The disadvantages are that it cannot accurately simulate the use of power storage to increase energy output, it cannot handle projects where head (i.e. forebay elevation and/or tailwater elevation) varies independently of flow, and it cannot be used to analyze systems of projects. 5-7 ● (3) The flow-duration method is described in detail in Section c* Stre~ ROUtinQ (SSR) Method< (1) With the sequential streamflow routing method, the energy output is computed sequentially for each interval in the period of analysis. The method uses the continuity equation to route stremflow through the project, and thus it accounts for the variations in reservoir elevation resulting from reservoir regulation. This method can be used to simulate reservoir operation for hydropower non-power objectives, such as flood control, water supply, irrigation. as well as and (2) The advantages of SSR are that it can be used to examine projects where head varies independently of streamflow, it can be used to model the effects of reservoir regulation for hydrofiwer and/or other project purpses, and it can be used to investigate projects that are operated as a part of a system. The primary disadvantage of 5-7
Page 1 and 2: 5-1. CHAPTER 5 DETERMINING ENERGY P
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Page 41 and 42: 450 400 1 * I USABLEHYDRO ENERGYIN1
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1300 , I 1200 i I I 1100 1000 300 2
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EM 1110-2-1701 31 Dec 1985 Figure 5
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kW=—= QHe (400 - 20 cfs)(31 feet)
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EM 111O-2-17O1 31 Dec 1985 (5) Ente
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EM 1110-2-1701 31 Dec 1985 (1) Sequ
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EM 1110-2-1701 31 Dec 1985 (3) The
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EM 1110-2-1701 31 Dec 1985 periods.
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5-1o. bDDWiOnOf SSR to PrO.iects wi
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EM 1110-2-1701 31 Dec 1985 b. Bata
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EM 1110-2-1701 31 Dec 1985 portion
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EM 111O-2-17O1 31 Dec 1985 make a p
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TABLE 5-5 Factors for Converting Di
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Routing Worksheet EM 1110-2-1701 31
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Explanation of Data in Table 5-6 EM
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EM 1110-2-1701 31 Dec 1985 In the s
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Equation 5-16 would be revised to t
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EM 1110-2-1701 31 Dec 1985 follow a
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EM 111O-2-17O1 31 Dec 1985 the rese
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EM 1110-2-1701 31 July 1985 power (
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EM 1110-2-1701 31 July 1985 except:
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EM 111O-2-17O1 31 Dec 1985 heavily
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EM 1110-2-1701 31 Dec 1985 energy.
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1st reservoir storage above EM 1110
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EM 1110-2-1701 31 Dec 1985 (4) Figu
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EM 1110-2-1701 31 Dec 1985 maintain
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EM 1110-2-1701 31 Dec 1985 (3) Tabl
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EM 1110-2-1701 31 Dec 1985 (3) In s
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EM 1110-2-1701 31 Dec 1985 The back
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Maximize Maximize firm energy 74,00
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EM 1110-2-1701 31 Dec 1985 (2) The
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MAXIMUM POWER POOL POWER GUIDE CURV
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EM 111O-2-17O1 31 Dec 1985 . to exa
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EM 1110-2-1701 31 Dec 1985 (3) If t
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EM 111O-2-17O1 31 Dec 1985 (3) ~ It
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EM 1110-2-1701 31 Dec 1985 QHet (18
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EM 1110-2-1701 31 Dec 1985 Figure 5
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EM 1110-2-1701 31 Dec 1985 assured
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EM 1110-2-1701 31 Dec 1985 ● a hi
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i. Coordination with Other Entities
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EM 1110-2-1701 31 Dec 1985 TABLE 5-
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40, 35 .00 .00 30.00 25.00 20.00 15
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Chapter 5 - Publications, US Army Corps of Engineers

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