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N2 Supersaturation

References:

Aug·ust 22, 1984 DATE ----�----=----·

NUMBER ··---------------------

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

2. Elder, Rex A., and Dougherty, Gale B., •characteristics of Fixed-Dispersion Cone Val ves", 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.

S. Johnson, Geoffrey, "The Effec:t of Entrained Air on the Scouring Capacity of Water Jets•, Proceedings of the 12 th Congress 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 ndtigate 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 u p under clo$e inspection. For this reason, JBT asked me to upd ate the computation using defendable computations based on relevant references.

The resulting co mputa tions and refere nces are inclu ded in Appendices A and B .

'

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rlltlllZA. fiASCO $USITNA JOINT VENTURE I . • J J MEMORANDUM ··- . -· . ._ -

LOCATION _._C_h_1_· c_ag_o_O_f_ f_i_c_e _______ _

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!j Fixed Cone Vales N2 Supersaturation

Operating Conditions

HW TW

El. of Valves

Number, Size Valve

Design Discharge (per valve)

Power Flow

Watana

2185 1455 1560

4000 cfs

0-7000 cfs

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

NUMBER --------------Pa ge Two

Devil Canyon

1455 880

1050 (Upper) 930 ( Lower)

4 @ 102• (Upper) 3 @ go• (Lower)

5800 cfs (Upper) 5100 cfs (Lower) 0-7000 cfs

Watana Reservoir and power flow assumed to be 100% saturate d with

N2. Computations

The following computi:\tions were made:

l. Theoretical trajectories of vario us portions of the v alv e 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 e f f e c t of air entrainment.

·

5. Expected N2 supersatur a tion with and without po werhouse operating.

Computations are. included in Appendix A.

.,.

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suBJ&ar _ Susitna Pro ject � ( Fi>.:ed Cone Vales

N2 Supersaturation

Results

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

Page Three

N2 Supersaturation

Range of N2 Supersatura ti o n in impact zone

Fully mixe d supersaturation l Valve operating 6 Valves operating 6 Valves + Powerhouse 1 Valve + Powerhouse

Devil Canyt� (2002-2020)

Range of N2

Supers aturat ion 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% {Uppe r ) 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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.lfAIZA 111 fiASCO susJTNA JOINT VENruRE

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�1 Fixed Cone Vales N2 Supersaturation

Conclusions

DATE August 22, J9a� NUMBER ---·---...,------

Page Four

1. Fina l mixed supersaturation levels when Watana operating alone from 1996 thru 2Q01 are expected to be in the range of 1. 5-4. 2%.

2. After Devil Canyon com es on line in 2002, partic�larly in the fi.rst few yea�s when there is excess g·enerating capa.ci ty, it is ex.pected that cone valves will occasionally discharge simul­taneously at both Watana and D evil Canyon. In this case, it is assumed �hat N2 le� el� produced by Watana dis�harge will not be removed 1n the Dev11 Canyon Reservoir. Therefore, the supersat­uration effects at the two dams will be c�ulati ve. The result­ing levets of N·2 supet;saturation are expected to be som ewhat 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 val ves �t Devil C anyon is operating alone, N� 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.

3. These computations indicate tha t the fixed cone v alves at Watana and Devil Canyon are sufficient to

. limit r-.2 supersatura­

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

lito· B.W. Coleman ·

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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 f)."ee discharge 1.6 demanded. These valves are used to pass a eontrolled amount of water downstream for power requirernents, flood control or irrigation, or to drain a reserqoir 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 Ileader -

among balanced free-discharge valves. In addition, its initial cost � much lower the.n 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 operaW5 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·lurt ,., ,.,,.. tliach.rtint et 1 /6 .. ,. .,.nint wttdctr 170.. f••t h••d •t th• U.S. EntinNn Mud Meuffi:in O.m, Whi.. liver, W•ah. IS.• Fig. 11 fer • •teife4 iMt•lllltien tlrawlnt.)

minimum siz� for economical construction.

Only one moving part- the cyiiuder 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 HoweU-Bunger valve controls and helps dis- ·

sipate an enormous amount of energy (without damage to the valve, operating equipment or sur· rounding structure) by breaking up the discluu·ge into s large, hollow, expanding jet.

The Ilo.weU-,Bunger valve is installed at the free end of a pipeline o1· conduit and discharges either into atmosphere or into w11ter. When the valve dis­charges intO atmosphere, the issuing jet breaks up the water into a fine spray (see Fig. 2) which helps prevent th� formation of '•pot 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· oppos it e 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, c.--onduit,

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.

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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.

All 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 . .

t�·���� 0.112 i: �.00 2.394 L. ),!�. 3.716 4.724 �0�9- 5.260. �.354 PIG. I

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