Please Return To DOCUMENT CONTROL

EJ/(, JHT, WEL, AZ , FGD TO ---------------------------------------

H.W. Coleman FROM ------------------------·-------------suBJFicf Susi tna Project

!J -----p~1~x~e~a~c-o~.n~e~v~a~I~e~s~-------------

N2 Supersaturation

References:

August 22, 1984 DATE----------------------

NUMBER ·---------------------

l. Allis-Chalmers Bulletin - •aowell-Bunger• Valves.

2. Elder, Rex A., and Dougherty, Gale B., "Characteristics of Fixed-Dispersion Cone Valves", Paper No. 2567, Transactions, ASCE.

3. Chen, T.F., and Davis, John R., "Disintegration of a Turbulent Water Jet•, journal of the Hydrau.!!cs Division,

·ASCE, BYl, January 1964.

4. United States Department of Interior, "Air-Water Flow 'in Hydraulic Structures•, Engineering Monograph No. 41, 1980.

5. Johnson, Geoffrey, "The Effec:t of Entrained Air on the Scouring Capacity of Water Jets•, Proceedings of the 12th ~gress of IAHR, Ft. Collins, co, 1967, Vo~. 3.

6. Acres Office Memorandum, •sus:i.tna Hydroelectric Project, Nitrogen Supersaturation Studies•, G. Krishnan, September 13, 1982.

Background

The fixed cone valves have been included in the Watana and Devil Canyon layouts in order to nnitigate possible nitrogen supersatura­tion in the river downstream for releases up to the 50 year flood

.~vent. The ACRES computation which supported the effectiveness of the cone valves for this purpose has several inconsistencies which would probably not stand up under clo$e inspection. For this reason, JBT asked me to update the computation using defendable computations based on relevant references.

The resulting computations and references are included in Appendices A and B. '

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MJMORANDUM

LOCATION _._C_h_1_· c_a_g_o_O_f_f_i_c_e _______ _ August 22, 1984 DATE------~----------------

To EJG, JBT I WEL 6 A.Z , FGD --~-----~~--~----~--.~--------- NUMBER -------------

FROM ______ B_._w_.& __ c_o __ l_e_m_a_n ______________ ___ Page Two

suBJ~ ------:S=-u-.---s_i-:t;-n-:a:--P_r_o-:J!"E:-. e_c=--t ______ _ !j Fixed Cone Vales

N2 Supersaturation

Operating Conditions

Watana Devil Canyon

1455 880

1050 (Upper)

HW 2185 TW 1455

El. of Valves 1560 930 (Lower)

4 @ 102• (Upper) 3 @ go• (Lower)

Number, Size Valve 6 @ 78•

5800 cfs (Upper) 5100 cfs (Lower)

Design Discharge (per valve) 4000 cfs

Power Flow 0-7000 cfs 0-7000 cfs

Watana Reservoir and power flow assumed to be 100% saturated with N2.

Computations

The following computi:\tions were made:

l. Theoretical trajectories of various portions of the valve discharge.

2. Air entrainment of jet.

3. Po$sible disintegration of jet before reach:ing tailwater. t

4. Jet penetration of tailwater with and without effect of air entrainment. ·

5. Expected N2 supersaturation with and without powerhouse operating.

Computations are. included in Appendix A.

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MEMORANDUM

LOCATION _ __:C.:.:h:..:i:..:c:..:a:.:g~o=--O.:..:::.::.ff.::i..:c..:e _______ _ DATE _..::.A::U::.::aa.:::U:.::S:..:t::......:2:.::2::....r~l:.::9;..;:8~4=-----

TO ------~E=J~G~,~J~B~T~,~WE~L~,~A~Z.t_.~F~G~D~------NUMBER ------------

FROM ---~H~·~W-~C~o~l~e~m=a=n~----------------

suBJ&ar _ Susitna Project ~ l Fi>.:ed Cone Vales

N2 Supersaturation

Results

Watana Only (1996-2001): BW 2185 TW 1455

Page Three

N2 Supersaturation

Range of N2 Supersaturation in impact zone

Fully mixed supersaturation

l Valve operating 6 Valves operating 6 Valves + Powerhouse 1 Valve + Powerhouse

Devil Canyt~ (2002-2020)

Range of N2 Supersaturation it.'l impact zone

Fully mixt!d supersaturation

1 Valve operating t

7 VaJL ves opertiting 7 Valves + Powerhouse 1 Valve + Powerhouse

0-26%

0% {Upper) 6~:~1% (Lower) 2.4% 2.1% 0% (Upper) 2 ... 6% {Lower)

0-17%

4.2% 4.2% 3.2% 1.5%

(with Watana)

1.5%-30%

4.2% 10.3%

6.6% 5.31 1.5% 4.1t

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N2 Supersaturation

Conclusions

1.

2.

3.

Final mixed supersaturation levels when Watana operating alone from 1996 thru 2001 are expected to be in the range of 1.5-4.2%.

After Devil Canyon comes on line in 2002, partic~larly in the first few yea~s when there is excess g·enerating capa,c i ty, it is ex.pected that cone valves will occasionally discharge simul­taneously at both Watana and Devil Canyon. In this case, it is assumed ~hat N2 le!el~ produced by Watana dis~harge will not be removed 1n the Devil Canyon Reservoir. Therefore, the supersat­uration effects at the two dams will be cumulative. The result­ing leve"ls of N·2 supet;saturation are expected to be somewhat higher in the Dev'il Canyon tailrace than at Watana, ranging from 1.5% to 6.6%. Note that if one of the lower level valves ~t Devil Canyon is operating alone, N2 supersaturation levels can be as high a~s 10.3%. It is therefore recommended that the upper level valves at Devil Canyon a.lways be used first if .possible.

These computations indicate that the fixed cone valves at Watana and Devil Canyon are sufficient to. limit r-.

2 supersatura­

tion in the river to levels well below the 10% limit, for all operations without the spillways.

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provide easy, efficient regulation and

control of water under free discharge

H owell·Bun.ger valves have a wide range of appli­cation where easy, effici~nt regulation and control of water flow under fl"ee discharge m demanded. These valves are used to pass a eontroUed amount of water downstream for power requirernents, flood control or irrigation, or to drain a reseruoir or pond. They may be used as turbine bypass ·va.!v~ .•• and also for the aeration of water.

A rem~rkable record of perfonnance in these vari­ous applications, together with many other advan· tages, has :made the H owell·Bunger valve the Reader -among balanced free-discharge valves. In addition, its initial cost ~ much lower than that of any other type of balanced free-discharge valve.

Advanced design of the Hozvell-Bunger valve pro­vides efficient free·discharge operation for both high and low heads. It opera~ without excessive vibra­tion or pitting, and with negligible maintenance.

Because the valve has a very high coefficient of discharge, pipelines or conduits can be kept to a

PIG. 2 -One ef three t .. IMh Hew•ll·lun,., walvea tliach.rtint et 1 /6 t••• e,.nint llfftder 170.. f••t h••d •t th U.S. EntinNn Mud Meu~:in O.m, Whi.. liver, W•ah. IS.e Fig. 11 fer • •teiJe4 iftlt•lllltien tlrawlnt.)

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minimum siz~ for economical construction.

Only one moving part- the cylinder gate which operates over the valve ports- is in contact with the stream flow. Moreover, this cylinder gate is sub· ject only to well-balanced hydraulic forces and re­quires little effort to operate it at any position of gate stroke from "fully open" to "fully closed."

The Howell-Bunger valve controls and helps dis- · sipate an enormous amount of energy (without damage to the valve, operating equipment or sur­rounding structure) by breaking up the dischs!rge into s large, hollow, expanding jet.

The ilo.well-Bunger valve is instslled at the free end of a pipeline Ol' conduit and discharges either into atmosphere or into water. When the valve dis­charges intO atmosphere, the issuing jet breaks up the water into a fine spray (see Fig. 2) which helps prevent tht;! formation of ' 4pot boles" in the bed of a stream.

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In cases where it is de1irable to confine the nonnal expansion of the dic;charge jet, the valve is located in the discharge cluunber or hood. It also may be installed for discharge direct1y into a tunnel. The application sketches on the· opposite pag~ and throughout this bulletin show some of the ar:range­ments generally used.

Size of the valve is determined by the maximum available net head at the ve.lve. Net head is the di(;.tance between bead water eleva tio.n and the centerline of the valve (or if the valve is lllbmerged -the tail water elevation) Jess the inlet, t."'nduit, bend or other friction losses. The graph (F"ig. 7) shows the maximum calcul&ted discharge fo:r ~'alve sizes 8 inches to 108 inches, based on net heads up to 500 feet.

This graph is 'h~G.D..:d on &n average coefficient of discharge of .85, although field tests show a higher

value for t.be larger-size valves. Maximum values for other heads can be determined from the formula:

Q = Cx t2gHxA

where Q = cubic feet per second ( cfs).

C = coefficient of discharge 'with valve full open= .85.

" . . 1 :: acceleration due to ~vity = 32.2. ·

H = bet head in feet.

A = area of valve in square feet (based on nomina] inside diameter).

Using a coefficient of discharge of .85, this fonnula can also be expressed as .

Q = 5.'354 D~ iH where D is the diameter of the valve in feet.

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Ave~ge values for discharge coefficient have been detennined from field and laboratory tests. These values make it possible to predict quite accurately what the discharge will be for any size valve under varying heads for any position of gate stroke from ''fully open" to "fully closed."

The gate position indicator (shown in Fig. I) is graduated into ten increments. With the values given below, a curve sheet can be plotted in tenths of the gate stroke so that an operator can tell at a glance where to position the gate to discharge the required. amount of water at the available head. Figure 8 shows such a curve for IJ. 48-inch valve.

Discharge in cfs = K x .p: 'i7f · . · where D = the diameter of the valve• in feet.

H = net heed in feet.

Standard HoweU-Bung'l!r valves are available in sizes up to 108 inches. Large-size valves h~ve been install~d for heads up to 420 feet, and smaller sizes for heads up to 900 feet. Dimensions of valves 18 inches and over are ahown in Fig. 10 on the follow­ing page, and 8 and 12-inch valves are available in the design shown in Fig. 23. Additional sizes for special applications csn be provided. Valves almost 14 feet in diameter have been considered. Valves of sll mes may be motor-operated and those above 42 inches are rarely operated by hand. Sizes below 18 inches usually have manually operated mechan .. isms as &~own in Fig. 23 on pa&l! 13.

AD free-discharge valve installations should in­clude provisions ior unwat.ering the supply pipe. Stop logs, gates, butterlly or Dow valves may be used for this purpose.

10 rm~ 30 ~ 50 pr." ...... 70 F; 90 r100~ . 60 ..

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