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EJ{(, JHT, WEL, AZ , FGD TO ---------------------------------------
FROM ______ a __ .w __ • __ c _o _l _e_m_a_n ___________________ _
suBJfict Susi tna Project
! • --�pr::::!1-=x=-=e:-:a ::r-""lc""'o=-.=n-=-e-i1vr-=a:-.I�e=-=s=-------
N2 Supersaturation
Refe rences:
Au g·ust 22, 1984 DATE ----�----=----·
NUMBER ··---------------------
l. Alli s-Chalmers Bulletin - •aowe ll-Bunger• Val ves.
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 Wa ter Jet•, journal of the Hydrau.!!cs Division, ·ASCE, BYl, January 1964.
4. United States Depa rtment of Interior, "Air-W ater Flow 'in
Hydra ulic Structures•, Engineeri ng Monograph No. 41, 1980.
S. Johnson, Geoffrey, "The Effec:t of Entrained Air on the
Scouring Capacity of Water Jets•, Pr oceedings of the 1 2 th
Congress of IAHR, Ft. Collins, co, 1967, Vo�. 3.
6. Acres Office Memorandum, •sus:i.tna Hydroelectric Project,
Nitrogen Supersaturation Studies•, G. Krishnan, Sept ember 13,
1982.
Background
The fixe d cone val ves have been included in the Watana and Devi l
Canyon layouts in order to ndtigate possible nitrogen supersatura
tion in the river downstream for re leases up to the 50 year flood
.�vent. Th e ACRES computation which supported the effecti veness o f
the cone va lves for this purpose has several inconsistencies which
would probably not stand up under clo$e insp ection. For thi s
reason, JBT asked me to upd ate the comp utation using defend able
computations ba sed on rele vant references.
The resultin g co mputa tions and refere nces are inclu ded in Appendices A and B. '
• r -�---, . .,., .. .,_.--"C",._.-,. __ _,---.--._,.. __ • ____ o�riooo-·.;.,-·c •-������l:itf��.:t.:t-�� -· · ·-· --· -.. -... , ""'"'' •'• -· '•"'"·-�-· ......... �-... �'"'- · ....... .... , •• 0 ., � ... ___ ....... ,.. 0 ... . ' ............ _ ... ,....-, ... ,. ..... • �- .. _., ... 0 ·-T .. 0 ....... �
.. .
rlltlllZA. fiASCO $USITNA JOINT VENTURE I .• J J MEMORANDUM ··- . -· . ._ -
LOCATI ON _._C_h_1_· c_ag_o_O_f_f_i_c_e _______ _
To EJG, JBT I WEL 6 A.Z , FGD --�----��--�---�--�-----------
FROM _____ B_._w_.& __ c_o ____ l_e_m_a _n ______________ __
suBJ� ------:S=-u.;:,;..;;;...;;;.s i...;:t�n -:::a�P...;;r;...o�J�· e.;..c�t ______ _ !j Fixed Cone Vales N2 Supersaturation
Operating Conditions
HW TW
El. of Valves
Number, Size Valve
Design Discharge (per valve)
Power Flow
Watana
2185
1455
1560
4000 cfs
0-7000 cfs
August 22, 1984 DATE------�----------------
NUMBER --------------
Pa ge Two
Devil Canyon
1455
880
1050 (Upper)
930 (L ower )
4 @ 102• (Upper) 3 @ go• (Lower)
5800 cfs (Upper)
5100 cfs (Lower)
0-7000 cfs
Watana Reservoir and power flow assumed to be 100% satura te d with
N2.
Co mputations
The following computi:\tions were made:
l. Theoretical trajectories of vario us portions of the valv e
discharge.
2. Air entra inment of jet.
3. Po$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
entra inment. ·
5. Expected N2 supersat ur a tion with and witho ut po werhouse operating.
Computations are. included in Appendix A.
.,.
. r . l t-'
Tf t ' \ i } -! jj
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MEMORANDUM
LOCATION __ c_h_i_c_a-=g::...o_o __ ff_i _c_e _______ _ DATE _...;;;.A=u ... ga...;;;u .... s...,.t--...-2 ..... 2 ...... , ___ 1....,.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 Pro j ect
� ( Fi>.:ed Cone Vales N2 Supersaturation
Results
Watana Only (1996-2001): BW 2185 TW 1455
Page Three
N 2 Super saturation
Range of N2 Su pe rs atu ra 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 Sup ers a t ura t i on 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
' ..
. ·Jl ; 'J ! .
Jl . I l ; ;_)
.lfAIZA 111 fiASCO susJTNA JOINT VENruRE
MEMORAf-.JDUM
LOCATION --=C::h:.=i:..=c:.=a:.:g L'::O:......::O::..:f=.f:.· .:.i .::::C.:e�--------_,..,..,.,.
TO --------�E�J�G�r�J�H�Tur�WE�L�r�A-Z�r�F�G�D�,--�--
FROM ----�B��·�w�·�C�o�l�e�m=a�n�--�·----�--------
su���----�s�u�s�i�t�nua�,�P�r�o�j.e�c�t��-----------�1 Fixed Cone Vales N2 Supersaturation
Conclusions
DATE August 22, J9a�
NUMBER ---·---...,------
Page Four
1. Fina l mixed supersatur ation levels when Watana operating alone
from 1996 thru 2Q01 are expected to be in the range of 1.5-4.2%.
2. Afte r Devi l 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.pe cted that cone valve s will occasionally discharge simul
taneously at both Watana and Devil Canyon. In this case, it is
assumed �hat N2 le�el � produced by Watana dis�harge will not be
rem oved 1n the Dev11 Canyon Reservoir. Therefore, the supersat
uration effects at the two dams will be c�ulative. The result
ing levets of N·2 sup et;satur ation are expected to be som ewhat
higher in the Dev·il Canyon tailrace than at Watana, ran ging from 1.5% to 6.6%. Note that if one of the lower level val ves �t
Devil Canyon is operating alone, N� supersaturation levels can
be as high a�s 10.3%. It is therefore recommended that th e upper
level valve s at Devil Canyon a,lways be used first if .possible.
3. These computa tions indicate tha t the fixe d co ne valves at
Watana and Devil Canyon are sufficient to
.
lim it r-.2 supersatura
tion in the ri ver to levels well below the 10% lim it, for all
operation s 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 va lves have a wide range of appli
cation w here easy, eff ici�nt regulation and control
of wa ter flow under f)."ee discharge 1.6 demanded. These valves a re used to pass a eontrolled amount of water downstream for power requirernents, flood con trol or irrigation, or to drain a reserqoir or pond.
They may be used as t urbin e 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 � mu ch lower the.n that of any other
type of balanced free.discharge valve.
Advanced design of the Hozvell-Bunger valve pro
vides efficient free·discha rge 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, p ipelines 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 ga te which
operates over the valve ports- is in co ntact with
the stream flow. Moreover, this cylinder gate is sub·
ject only to well-balanced hydraulic forces and re
quires 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 e n o rmou s amount of energy (without
damage to the va lve, 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 dis
charges 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· opp o s i t e pag� and
throughout this bulletin show some of the ar:range
ments 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 o n &n average coefficie nt 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 d ue 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 sh eet 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 av aila ble in
sizes u p 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 foll owing page, and 8 and 12-inch valves are ava ila ble in
the design shown in Fig. 23. Additional sizes for
special applications csn be provided. Valves almost 14 f eet 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 in
clude 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
10 . .. -
1 ,
, 6 -�-'I . ,_ ' I I! I I 1/ I II I I If , �· j 't' � I 1/ ,.. r .� � I •' , .... '( , � fll' �,...-' .I , � " , ',i. ....,.��'-"'��!""""�,.....""" �����i . I -
100
J I ·' � 1/ I I
J, , J J 1/ lL
I .I I. r., !.I , ,J , , � ;I' � , � ,.. t..... " � ;...o io"'" .... i ii .... � !!"' -
-�
�
PERCENT OF CMTE STROKE
1/
IL
IL
J J I
J ,. r , , , ., � [,,I . .J � � � � ,... :...... ,... � � ....-:: ..... :;.o
;; � ·t ·,
30 .., IL �
, j , l If A ,. lj / J J � ,. " , 1/ r.,r � II" lJI" � lJI" � � � , 1/ � � � "' ,. I" .... � � ,.. """ � .... , " , � � � ..,. � � ,.. � � � � �
-
700 100
J " ,
' II"
!/ � ,. � :::;.•
DISC:HAJtGE-CUBIC FEET PER SECOND ...
� ..
l/ / .L .I J .JJ � , 'f" , II" � ., ., � ,. � � .., � ;: ,. _; , � ·r ,.. � � IL � r .... � � -· .
1000 1100
,,. ..,. ,. " , , "' "' ., If'
""' � "
�
t I I 120C
II" " � 'f' � . ., !/ [/ 'f" v / ., v " II'" __ II'"
.. -
-
l300
...... ___ .
0 10 tOS: II" � � � ·� � "L �
' 1500
•
•
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