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UNITED STATES
DEPARTMENT OF TH[ INTERIOR
BUREAU OF RECLAMATION
HYDRAULIC MODEL EXPERIMENTS FOR THE
DES IGN OF THE HORSE MESA DAM _,:
SPILLWAYS--SALT RIVER PROJECT, ARIZONA
Hydraulic Laboratory Report No. Hyd.-249
RESEARCH AND GEOLOGY DIVISION
BRANCH OF DESIGN AND CONSTRUCTION
DENVER, COLORADO
NOVEMBER 30, 1948
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FOREWARD
Hydraulic model studies for the ,design of the Horse Masa Dam spillways
were made by H. W. Brewer and H. G. Dewey during the late part of 1935
and the early part of 1936. Because of the pressure of work� the final
report was not published until 1948. Fl;& '2- J
CONTENTS
Page
Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Introduction. . . . • . . . . . • • . . • • . • . . . •· . . . . • 1
The Model . . . • . • . . . • • • • • • • . . . • • . • • • • • • 2
Discharge Capacity of Original Design. . • . . . . . . • . • 2
Echelon Spillways. • • . • . • . . . • . • • • . • . . • • • 2
Semifinal Design • . . . • • • . • . • • • . . • • • • • • • 3
Final Design . 3 • • • • . • . • . . . . • . • . . ,; • • . ·-.::/ •
Discharge capacity and flow conditions. • • . . . • . • 4
Spray below powerhouse. . . . . . . . . • . . . • • • • 4
Figures 1 to 25 • . • • • • . • • • • • • . . • . • . . • . . . •
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LIST OF FIGURES
Number
1 Lbcation map
2 Plan and sections of final structure
3 Right spillway apron
4 Left spillway apron
5 Pier alteration
6 Auxiliary spillway gate structure
7 .AuxiJ,iary spillwl'!-y shaft and tunnel
8 Model of original design
9 Details of spillways
10 Flow conditions with original spillways
11 Discharge curves for original design
12 Model of echelon spillways
13 Flow conditions with echelon spillways
14 Discharge curve with echelon spillways
15 Model of final design of spillways and semifinal design of spillway tunnel
16 Details of buckets and spillway crests of final design
17 Details of semifinal design of auxiliary tunnel
18 Final design of spillways and semifinal design of auxiliary tunnel
19 Final design of spillways ,
20 Discharge curves for semifinal and final design of spillways
21 Water surfaces and pressures in auxiliary tunnel with semifinal design
22 Semifinal design of auxiliary tunnel
23 Model of final design
24 Final design of auxiliary tunnel
25 Water surface in approach to tunnel
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UNITED STATES DEPARTMENT OF T ·IIE INTERIQR
BUREAU OF RECLAMATION
Branch of Design and Construction Research and Geology Division Denver, Colorado
Date: November 30, 1948
Laboratory Report No. 249 Hydraulic Laboratory Tests by: H. G. Dewey, Jr.
H. W. Brewer Compiled by: J •. E. Warnock
H. M. Martin
Subject: Hydraulic model experiments for the design of the Horse Mesa Dam spillways--Salt River Project, Arizona •.
SUMMARY
A model of Horse Mesa Dam was tested to obtain �n economical method of increasing the capacity of the existing spillway. It was also desirable that some means be devised to decrease the spray from the spillways, which is detrimental to the electrical installation o� the powerhouse and canyon walls, as the water carries an appreciable amount of salts in solution.
Horse Mesa spillway capacity was increased to 147,000 second-feet with a reservoir elevation of 1920.0 by the addition of a tunnel spillway, which pr9ved the most economical.method. The flow conditions in the tunnel were satisfactory for all discharges and no negative pressures were observed.
As the spray cannot be simulated in a model, it was difficult to determine a method of reducing the spray from the spillways. Buckets at the downstream end of the spillways indicated that the spray might be less than in the original design. T he models were used for comp�rison and it was assumed that the plan producing the best results in the model would also produce the best results in the prototype.
These investigations were conducted by the personnel of the Hydraulic Laboratory qf the Bure�u of R�clama.tion. Descriptions of tests and the results obtained are reported herein as the final report.
INTRODUCT ION
Horse Mesa Dam is located on the Salt River about 37 miles east of Phoenix, Arizona (Figure 1). It was built by the Salt River Valley Water Users Association and was completed in 1927. The dam is of the concrete arch type, 311 feet in height (Figure 2), with a spillway (crest elevation 1891.0) at either abutment (Figures 3, 4, and 5) having a total capacity of 100,000 second�feet. A spillway tunnel was incorporated in the final design (Figures 6 and 7) adjacent to the northwest or right spillway increasing the total capacity to 1�7,000 second-feet. The maximum designed reservoir elevation is 1920.0 which is also the elevation of the parapets on the dam.
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THE MODEL
A model of the Horse Mesa Dam was built in the Denver Hydraulic Laboratory on a. scale of 1:90. T he model was constructed in a tank of wooden construction and lined with light galvanized sheet metal (Figure 8). T he arch of the dam was constructed of 10-gage, black iron, and the para.pet and bridge were bf redwood. The powerhouse was built of wood and painted to represent the prototype powerhouse. T he spillways consisted of concrete- placed between metal. Templates and the wooden bridge over the spillway were supported on redwood piers.(Figures 9, lOA and lOB). T he sloping topography upstream from the crest was constructed of galvanized sh�et metal and the topography below the dam was of concrete and gravel.
Water was supplied to the forebay of the model through a. 6-inbh pipe from a constant-head tank. As the water from the forefuay flowed at right angles to the spillways, curved vanes, of 20-gage galvanized iron, were placed in the foreba.y to guide the water in the direction it would approach the spillway in the prototype. Floating boards were employed in the forebay to decrease the surface waves present due to tpe s.hort distance from the inlet to the spillways. The tailwa.ter below the dam was controlled by a hinged gate (Figure 8). The water passed over the spillway, over the tailwater control gate, and then flowed into a return flume which led to the box of a. 90-degree V-notch weir. Here the discharge was measured and pumped into the constanthead tank for recirculation.
T he reservoir elevation in the model was observed by a hookgage located in a stilting-well as shown on Figure 8. The tailwater elevation was observed from a manometer tube connected to an outlet in the bottom of the tank downstream from the dam. The head on the 90-degree V-notch measuring weir was observed from two hookgages which operated in stilling-wells mounted on the side of the wei_r tank.
Discharge Ca.pa.city of Original Design
T he ca.pa.city of the spillway with crest a.t elevation 1891.0 and a. reservoir elevation of 1920.0 was 100,000 second-feet. Figure 11 shows the . head discharge relation for the spillway as originally built, and Figure lOC shows these spillways discharging 100,000 second-feet. Figure 11 indicates that a. reservoir elevation of 1926.2 would have been necessary to discharge 150,000 second-feet. At this elevation, the water would have flowed over the para.pets, resulting in destruction of the powerhouse. Figure lOD shows the model discharging 157,000 second-feet with a reservoir elevation of 1926.75. T he above observations indicated that, to increase the ca.pa.city of the spillways, it would be necessary to lower the crests or to construct an auxiliary spillway.
Echelon Spillways
T he model spillways were altered to represent the echelon type (Figure 12). The overflow section of the spillways were constructed of concrete placed between metal templates and redwood piers were installed on the crest on echelon to the flow. The spillway crests were lowered 2 feet (elevation 1889.0), and a. bucket downstream from the crest was added in a.n attempt to decrease the spray (Figure 13).
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The combined capacity of the echelon spillways was 148,000 second-feet with reservoir elevation at 1920. 0 Figure 14 shows the discharge of each spillway�d the combined discharges for various reservoir elevations. Figure 13 shows the spillways discharging 148,000 second-feet. There appeared to be less spray with the added bucket downstream from the spillway crests than in the original model.
As this design was costly due to the necessity of rebuilding the piers and resetting the gates, to allow for lowering the crest, a design requiring the construction of an auxiliary spillway tunnel was investigated.
Semifinal Design
. In the plan, the original spillways were altered and an auxiliary spillway tunnel ·constructed (Figure 15). The piers on the spillway were modified (Figure 16), and a bucket downstream from the crest was added. The model spillway crests and bucket-a were constructed of concrete placed between metal templates. Piers and .bridge structures were of redwood and the training-walls consisted of metal. A spillway tunnel was also incorporated in this design (Figure 17), with crest at elevation 1869. 50� Figures 18, 19A, and 190 show the model constructed to this design.
For the semifinal design, the left spillway had a capacity of 36,500 second-feet and the right spillway had a capacity of 65,200 second-feet with the reservoir elevation at 1920.0 (Figure 20) which made the combined capacity 101,700 second-feet. Figure 20 gives the discharge of the right and left spillways for various reservoir elevations. Figures 19B and 19D shmv the two spillways discharging with me.ximum pond elevation (1920. 0).
The relation of the discharge through the tunnel to the reservoir elevation is shown on Figure 20. The discharge for maximum reservoir elevation was 47,600 second-feet. Figure 22 shows the flow conditions for the maximum reservoir elevation and Figure 21 shows the water surface and pressures in the inclined tunnel for maximum discharge. Negative pressures did not exist and flow in the tunnel was satisfactory for all discharges. A pier nose was evolved (Figure 15), which produced satisfactory entrance conditions to the tunnels.
For geological reasons, it was neces·sary to relocate the centerline of the tunnel in the field.
Final Design
The necessity for the tunnel relocation was discovered some time after the first model was dismantled and it was therefore requisite to construct another model as_the entrance conditions to the two were quite different. In the second mo�el, it was necessary to construct only the right spillway and the tunnel (Figure 23). The centerline of the tunnel was moved 30 feet (prototype) to the right but remained parallel to the former centerline. It was only necessary to study the flow conditions to the tunnel and right spillway as the rema.inder of the structure was the same as the original.
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A tank was constructed of wood and 1 ined with light galvanized sheet metal. The downstream end of the tunnel was connected to a separate weir box -which was used to calibrate the flow through the spillway tl.m.Ilelo T he right spillway was constructed as in the semifinal design and the arch' of the dam consisted of 16-gage black iron. Rock baffles were used to produce uniform velocity upstream from the model and upstream from the small 90-degree V-notch measuring weir.
Discharge capacity and flow conditions. A satisfactory approach was developed (Figures· 23 and 24A) and the discharge relation for the various reservoir elevations for this tunnel is shown plotted on Figure 20. Figure 24B shows the entrance conditions with the tunnel discharging 25.000 second-feet. and Figure 24C shows the tunnel and the spillway discharging 47.000 and 65.200 seconq-feet. respectively, with a reservoir elevation of 1920.0. Figure 25 shows the water surface in the approach to the tunnel for maximum discharge.
The model of the final design indicated a capacity of 150.000 second-feet with all spillways operating for a reservoir elevation of 1920.0.
Spray below powerhouse. Spray cannot be tested in a model due to the inability to obtain a liquid with the proper viscosity and surface tension. The models were therefore compared on the basis that the layout producing the smoothest flow in the model would create the least spray in the prototype. T he quantity of spray produced could not be determined in the model and the use of buckets at the downstream end of the spillways only indicated that the spray at the powerhouse may be less than in the original design.
4
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DEPARTMENT OF Tl-I£ INT£AIOR
BUR£AU OF RE.CL.AMAT/ON
SALT RIV£R PR0<.1£CT- ARIZONA
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DEPARTMENT OF TH£ INTeRIOR.
BUREAU OF RECL.AIIIATION
SAL.T R.IVE.R PR.0.JE.CT-ARIZONA
HORSE MESA DAM SPILLWAYS
GENERAL PLAN
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./ EXPLA NA TI O N
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DEPARTMENT OF - THE. /NT£FU0R BUREAU OF RECLAMATION
SALT R / VE:.R PR O«J E:.CT- ARIZONA
H O R S £ ME S A DA M S PI L L WA Y S
RIGHT SPI LL V'/A Y APRON PLAN AND SE.CTIONS
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,,-�iii Bars @ 1 2 • each /
i , ,
.,. .-i�Bars @ 6 " Stop a lterna te bars ha lf way up
S E C TI O N G - G S E C T I O N J - J
-.; 1- 9··
-------, .,- Origina l qrour:,d '<,.,,,�� r face
tA ltern a teff & t " f bars @s • '\\.
'!: Spillway-·· le----- - - - - - -
__ ,,_:·-�-� / 9 2 0.00
.-- -···itiAnchors @ 3 ·-0 · ( _,,-:�t. 19 / 1. 00
,_ �::=:t
S EC T I O N 0 - 0
(.i r-- 2 · tau
f+ Bars i' /2 .. · · - · ·.·
"-,l: .• - 9 ' 5• A l.ternate§�and n bars @ 6!'..., _ . ' ••8Mars @ 1 2 · \ /!:!
12·•Bars @ s · · �top alternate
bars half way _ 2 1 • above floor
f+ Bars @ s · Stop a lternate bars half way up,
-/ .--- tf 0 Bars @ 10 · Stop a/terna te - ·(-..,.. .i:·· ; _./ bars half' way up ' ·· ·-
.. .. .. .. .... .,,� . . Q ,.. � .. ,� .-.; rt;; 0@5 •' ,•s + Bars @ 12 �-- N 1' ,., ,, .. , :
i- 12 · f., � : r nars @ 12 ·each way -:, . ·,. , , �l�� each face
S E C T / O N K · K
S EC T/ O N H - H
- ,,\.,. -- •£ /. / 8 8 6. 59
�
/ a6 �1 • �-.::=.t,.,,--.- - ·Orig inal qround • 6·1 -���-- ,� ., I �-'--::::-..--..-.i:._ surface ./ i
DETA I L OF CONTRAC T I O N J O I NT
N O T ES Stee l is con tinuous across con trac tion join ts Far de tail of p ier re in f'orcinq see Dwq. 25- D - 1115
/---::: -t,:!_:s y -�/ K
]
! --- l '· � --- , --, � · · - · ·:i;
. '<f°4"" J I --,)I�>- f· : � �o,.. pi. ,,,:,,,_ ,·El. / 8 70. 8 / !
QY. � ,'<:f' ·�' '(>'-:,,L. . . • '
S • .r�f.s.@ • � .� / ', '•\._ -� '" 11-o• � '��-.... --:-.lo C'p.r , \ '-"':.---- !
"oc,+ 601� .,, __ - - - _--_-_- - - _ _ _ _ _ j_[E I. 1 8 63. 00
.. .. ... .. ..
7 9 ' 6 " --- -- -- - --- - - - - - · - -- ..... / ___ _ · - - - -:: , ..
SECTION E - E
0 5 1 0 15 ll)
Sca le of fee t
EXPLANATIO N
m New concrete
� O ld concre te
D£PARTMl!NT OF TH£ IHTERIOlt BUl'IIUUJ OF 1'11£CLAMATION
SALT R I VER PR OcJ l!CT-ARIZONA H O R S £ M£ SA DA M
S P I L L WA Y S L E.FT S PI L L WAY APRON
PLAN AND SE.CTIONS
'2.8389
�ittl l·fjJ--L -t - � - - - - - - - - - - - - - - - - ---7a�T-�-�: , I I .- _ - - _ - - - - -4 - -- i / I I // I I
' _ _!__L _ _ _ _ _ _ _ _ _ I _ I
' I I Jd.L Y ! �
·r ttru
--- --i--- - - -t -�- --1--------
: , , 0
' '
., '
J 1,: ·Original 'f. p_ie_r_l----+
'\ Wall plafe _j J" D@ a•...i
FIGURE 5
·· Original 'f. pier
I I 1 .... I
�1H I ---- - � --
I ··---1-- - -· ·--
- � - - - - - -
0) ·' ....,
PA R T P L A N
0 Remove presen f
JO # rai ls ,- - - - ,a�Jr+- . . . . - - - - - - - - 9 • - o · - - - - - - - - - - - - - - -� .,/
-·· /2 " a Concrete post
0
1>-.- - - - -- · ·· · ·· · · · - 3 "Pipe railing - - - -r- T
E l. 1920. 00
f-------'----'-----_.j . . _ _ ,,_-::E t. 192 0. 00
Shoulder on piers above oqee cres t --.,
Shoulder on piers \ a bove s lab er-e s t . i
--,.- - - - - - - - - �-./.. . -� : ,, - :1 +- - ·- ·- -(,
l .,I . . . f.\ : "' I
! ·r··
-, ' '
'o,
I I I , - -' I I I I I I I I I I
I I I I I I I
- - - - - -4 '- o• - L _ _ _ I I I I I I I
I\ I \ I \ I I t-, I ' I I I I I I
I I I �
7 - --1 - - - - S'- 011 · - ) ___ _
.u � @) � "'
CQ '!'-....... :
! I I I '
! : ' l
..-··· Sp illway cres t El. /891. oo! ··--... I / I i L - · -a · " · __ y ··---- ·- ·
/ ,,..,. /t,./ �
/_,,.,.,
···--'f. Cres t
78
' -...,, � Exis ting O·Gee crest-->- '- ,
SIDE ELEVATION '-..., '- '-',,
S E C TI O N B -B
Cut old s/ab
I : !I! _ _ ,.-r·· ·befween beams only
<tr-New concrete slab F-:r\fl placed on side of ,.._ · pier away from dam
S E C T/ O N A-A
T 0 "'
�=F-�-;��{:i#iii �-'¼ifb�h#� � �% � �-� � l Wallplatej .t \__ 1 " 0 @ 8") 1, -j · � @ /2 '
· · · · ·
:'= Chip and roughen � S E C T/ O N C- C
D r>-
L-J�i: � ��-�8��-:�J::--J1---- - - - -,1 11t 1 I
Expansion join t---, 1 II I JI It-- _ ____ _ 0 ,,-Original
.;-, f pier --+-
m----: - - - Ne w concrete --;-- · · _ ______ }[f.,.. ------ -f[JlJ _ ____ __ z--__ :lt _ _ ___ _ v l
I ,, I : ...... __ - - - -• . - -- - -- : / I 1 ;--·-:,· · Existing concre fe ·1':_,;-·- 1
L>D
PA RT PL A N SHOWIN G EXPANSION JOINT
Reinforcement in present slab to extend info new._�oncrefe
�====:lii=:�,:=:::. -=-===:::::I .J l�,,,,,,,,,1:..4,....,.W��;, , , , J/
S E C TI O N D -.D SHOWING EXPANSION JOINT
f;;,'�i'q IZZZJ
Ne w concre te Exis ting concre te
DEPARTMENT OF THE INTERIOR
B U R EA U OF RECLAMATION
SALT R I VER PR Oo..J E.CT-AR/ZONA H O R S E M E S A DA M
S P I L L W A Y S PI E:R ALTERATI ONS
PLA N AND S£C T/ ONS
I
DRAWN c .• . .. "1,Q._M, . . . . . SUSMITTEC: . . ':L� ::::::��,.:
c
�:�'�:��::�:;,o_��-::- . ': ·���.;;:::::::::::� :
2 8 390 0£NVEA, COLORAoo, M A T " , 13;:f6 25 - D - 1 175
Bf""
Steel ladder - -1--'
C r y r--�, -' . I I I I I
-<i
L �
Z"G. l Pipe railing \
/4"· ·�lf<- tz "A ve. 1J " 0 Bars @ 6"ver fically-;·Jt�-- __ _
t°1PBars @12 "horizon fal/y •.. � ; · ,, IZ "A f minimum section ( .. B ,._ 7 .r.lH-f'�
"'-�-- 5 - Ton crane :;::i 'IPBars @ /Z "each way
.:ffi2 • A ve. rt-, , , , '-r
� I , , , , :;(
,: , .
. . . . . .11· /4 °Bars , , · - L . <'-�-- f · ; Ba rs
,;, 1 \ each way , ,
i " IP8ars @ 12· . .I each way--,::::, ·
! " • Bars @ 1z:-_..,:. each way ·--
!/•Bars @ 1z "horizon fally --= .....
f-;:-:"-::.--=-.::-.::-.::--====-::-::-::-::-::--::---:.1.:._-:_-_-_-..:-_:' .:.:::-_"_=_-'-.:-.:-::: -='71 I I •
I I : : : ! , , , , ' 1 , , 1 1 , , I I
""' E i )
- --=--=-=-=.:.:.:::-::.-::.-::.�l-::.-_-.:-.:= ==:h I I I I I I I I I I I I I ) __ ,... ,_ .. _
, · • Bars @ 6"at 1, .- longest cantile ver
� .rPBars @ 12· . . ¼ff�� {·<PBars @ 12·
S E C . E - E
�:;; / "IP Bars @ /2 ' - _ each way
, , I I I I I I
• 1 1 , , 1J i'i Bars @ 6"verticatiy'.:::· .. ..z ... · S E C TI O N B - B
-� Ii,, } Steel ladder --·
C JEl. 1925.00
_ .£, I I I I I I
4f. 6 °0' : ,
• • • ,� I!! 1 1
'5'/i724r · I I I I , , ' I , , , , I \ 1 1 , , , , , , , , \ I , , I I I '
1-JI I I
ts 'a Anchors @ s' eoch way
A F L-
--- --- 1c;£------�1- --- ---- - - - ' 'Removal,/e rail
_ _ _ _____ _ _ _ _ j ___ _ _ _ __ _ _ _ _ _
l"� Bars @ /Z each way ... :::;;::.,
-r -t
; ' •a I --t" Iii Anchors @ 5 -···-< each way -+
FIGURf; 6
_.-Low pressure grouting / above roof slab · __ .,cQ. 2006.25
-s C, ·"' ' ....,
. . . .. . . . . . . z2 � , · . . · · ·t . . . ""' i.
-:::,
�£1. /928.00
� _c:io ,:,: :i® � '!_ � n ·--��-o �
•Sc.t<- / -s s: c:: -<::
- � g � cu
I I I
\ �:; l �
I , I f ' I , .
I
�--4 l--�--� I D I I • I 41
Grout hales @ 5�0-crs) ZO'deep. Grout before p!acing concrete.
. . ___ _ _ zo·-ot-- · · · r --.....f t--'·Grout holes @ 5'crs. Z0 'deep Grout before placing concrete
! M:.: +-'lii-'1 ! \
,,i I I I '
_,1 5�o' I I
\ ( I \
\ :::.... \ � , =:: 1 ·a , � \ ..e \ 0 ' E o ·,- \ �
y \ -::
I 40 'x 4 4 '- 6 " G a te
,-·,crest £/. /869. 50
\�2�--------+---------1 I I I I I
t:l. /857.00 ,
I '.� I
I I I I I
'O'>I I
), / C, I S:: I � : t} : � , � :
...... , C, I E ,
',; I
� I D :-:- :7' 'I!;? :
I I I
I ·:,,;:!"�.a,�,�� J �1-��"�'� r- : I \ _ _ £/. 185Z.001._ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _;
_J A
FRONT ELE VA TION
T
] !::! @
:_')#} _. IZ' Porous w· concre te 6"Sewer pipe./ �fl ·-... 4 'Sewer pipe
6 "Ste e l pipe drains.i..: drain into drain go llery @ 1o ' crs.
...... Grout holes @ S 'crs. zo 'deep Grout before placing concre te .
S E C TI O N A-A
� Grout holes @5· ·· crs., zo'deep
SEC TION C - C
----- ---<f-----�--,ri
S E C T/ ON D - 0
0 S i.............i
10
SCALE Of fEET
zo
. F ··-Grout ho/es @ s 'crs.
20 ' deep
-*-
� � � .i ,, IQ
DEPARTMENT OF TH£ IHTE.RIOR
SUR.EAU OF lf.ECLAMATIOH
SALT RI VER PR O,J ECT- ARIZONA H O R S £ ME S A DA M
S P I L L WAY S A UXI L I A R Y SPI L L WAY
GATE STRUCTURE
! DRA WN : . . . . . . t:.� , .,:. . . . . ... SUSMITTED �":tJ� . . Ji'��� ... . . . ____ _ ' TRACED : .M..�11::.ft-&,a-.._RECOMMENOED: -��----·-··-·
: CHECl<ED . . 1/1,l,._,e,_ __ ffl(APPROVEO:. .... . . �\.-�.. · · - - · · · · · · ·
� 2 8 3 9 1 OENVER, COLORAOO, NIA V 1 1, 1936 25 - 0 - 1 1 7 6
�
.,_:.,. .,:.,,,. .,.-;,-:.-:." r./. .,;_., !:l
.,"'/.-:,, /: . ., ., / i \ .,,,.,,,.
.,::;:�,:."' . \,:,;..f,'
.,,,.�:.,. .,�:��f· .,,.�.,/' .. ,-,/· ' ,/,.. ,.-;.t .... --:...... .,:.,,." �� --0 ,:-:.
.,,.
.,�:.,,, _ _ / �� · _..>-. .,,.,,:-.,,,.. � -- .,. -; ' _ , ..., "t'-l{p
9;, .,.,;,.-;, .,. ,,,_,o• .,,._;'.,..,,._.,.- - - s;
'.i= � .,,,,..,:,,":--.,,.
o?,'.J .,:,:.,, __ /-·
I " f Bars @ 1z. ·----J r , 8or.; @ 12· --::.. . '0 N . � .,,,-:-.,. ,;?J� .,.�� -- -� � ..i- � /:',;/ , -:-��-':l,'?i- · 1 • 1 ,-Plug nipp le wifh ':;:! -,.. 0 r-;� \ f -�'>-- -.:-'_ • . '1-,o 22 Jl2t"112•112• Cross. ! concrete be fore � � t; �g · .._ .,,.,,,.:1.,,. .,.,,;:".. . ..... ! · \ erec tion
.-·Spillway crest Sta. 1�00 l �:.s � i �g; \_-_:-/ /.:,.:. - ·· · Coupling-------------- :��r- : - ·;;j; . /;.:p:.-_:,;,;:a:·-/ N 10 l68.00 "'- ui c: � ; z l&J ........ � .... \ ,,,..,.;-.,.� . - - Co _____ ri': cf ·_ : : ;:\ · -�::�}� . .-4 . . ·; :.-:
,1:-,,. E IO I OG.00 Q..: o -- : __ ,..,,. -. _ ,.,.-_ • • p-- . . . . . . . . . . . . . .
f4:=--====-=-====--·:::_-_--;_-_--::_:::.:: ===========-=l=:.:.::.·-:.:::.½_-_--j_.:::.- \ _ -; -:.��:_>·· Re"!ove nipP_le, inserl pluq and : ."\ 2 • Drilled
! : :I : : ·,..:;; --: . - · · fill hole w 1 fh concrefe aFler : --""'""-''-'-'�"-4''2!<-4-'-"--':;....,..:1......._ drain hole ...L..t+-- S 66°00' W ·-1 : : _.;;�:..f drilling. Pr:evenf pipes from being / / · .. , . _
_, : :, i . -. .-;-:-;'I}·· clo_gg�d wtfh concrete or dri/1 / 2 " Ring · lz Nipples , :: · I ,: : _ __ ;.j:'.:.·-:> .vi"· ch ippings .
1:u:u.. . . ·.�. ·' ' ��'.'.{-��i'.��l==:...-=-=--==-=-:...-:..-..:--..:--.::-..=====-=========-=-=--=--�c;���:���: \f_····
D E TAIL "K " ORA /NA G £ HOL £ 5
L•
P L A N �..-.:,r.:-:, ·�"!'-;f. ·j'l _ ··�··. ·. ·. ·· Jf' ::: �.-. -;·•·,s ·-v·
L o w pressure grout holes cfUJt?.$ @ 10 ·--o · are localed af
these fhree points only ···--.. {See Sec tion A --A ) "'"" •
'Re,novoble hand roil
'.£.f!. /909.00
/ ' # Bars @ /2 !-- - --••Uf • f BarS@ 211-·--------
1·1ears @12·
FIGURE 7
. - - 2• Drain holes drilled If'! info rock : affer grouting. One sef of -' ho les af loco/ion of each •
complefe 1t pipe ring drain: - �
- -- --. � IL ' • - -- ------
-- 2J·x zJ·x 2"x2 · ,-:mi Cross.See {f.1
• Defoi/ "K' · ••• 2• Sid. sfeel
pipe drain 1 2 "Porous concrele --· / """'flffYl"=Jllo/'3i · · - -.
'*" .Open joint file drains : S EC TION C - C
�
31 �RIIIT 1" / -�., V�,.--;; t Bors @ 12 • each vwiy------· "·Drainage qal/ery
SEC T/ON B - B
-�-l +08. 13 {VER TICAL)
STATION / + 3 1. 5 0 "A" and "B " lines s ame as Fo r Section D-D
I I I : �
El. 1979.p_o__·;i_ . - ---- -
I I
,---·
I . ,' EL /925.00··--· Max. W.5 £l. l9'ZO.Oo·�-->i-- -
Q-ISQOOO c(s. EL /914 ·_...,_ for a,mbined / spill'l.fays I
"A" L ine - - -- ----· · IJT- ·, ·s· L ine ------.· S tt u � li 1 Bars O IZ - -- --�•
1 •0 Bars @ /2 •-- -- -- -- ----· B · j • t Bars @ 12 '--· ·.f,.i
� /4�:o{a ,- . t��f918.00 .{o
P -->� _ _ _ \ . EL�!15 i,..a·??-p,., @s: ,Trans1f1on rem force-- {-.,. · -, . . _ · _ · -c r.-;t4'°l-�s_q,.._
0
�· ! men/ s lops .at _ 1 · ;so;J.-1, · change lo 'l4 l,nmg
• . .,. 0 ,l,, •
i
t- : ,?j:c··
l .. \l.� -· · · : ;,,
a-,
· r
. : \. ... t. i i•1!i'
6'1, - · -- -r
·' ij'i
' :
I 40�0· ,c 44 '-6" : Fixed wheel ----
• ·. u,-_,./_. {l/JJI. /2 "Porous concrete -- - ·· SCC TION E: - E: S CC TIO N F" - F" SCC T/ON G - G S E C TION H - H
/ gate
I S TA TION 1 +8/. 29 S TA T ION 2 +05.30 S TATION 2 + 2ti-. 18 S TATION 2 + 5 1. 96
S E C T/ON D - D
,Cl.
/.J;,.
GROU TING ANO ORA /NAG£ D£TA ILS OMITT£0 S TA T ION 1 + 5 1.00
• ,1 ,: :
• I __ ,, El. 18.57. . I .
Cave lo be filled with_/ concre te -- · · ( 0 -�,
gj\ �( � ! \ 0\: �! \ !:!i / N:: - . - - ,
- �
,-- ' .. � ... . - ' .
'';.�1rfsrti
n1
q of h iqh re v-. l � i �i · , --�E�9f.!:QO '· - � �
" wo " SSUN , O' C,
, - · "
f;'""":;::r ,f be .,-ou,:,,:',-, hol,s' " ;:) ( · WJ� i
. rou/inq to ." d • p/a«Ni .,,
• ON .:0,
---
, . J i;
� -!::! � 1:
. .d r�t-:'!-
···· ·Cenfral an le
,�,f 1
,,,.,_ . , -,. plan, ;
- '" II , :
,,{)l;os"' .� ! " ,.,,7�7"1 ,...,. •. 1 · . • , ,
,.,;,_,, , i;: r=�r ,,. tt!":?'. : 1 ;; -.. :-o
8 on £ tunnel . 30.00'--· · I
a, • c: '"" �:� c: : . -:: • 1 ., .. ,.��--
SECTION J-J
NoTE: 'A " and •a• lines for Sections £-£, F-F, and 6-G some as shown on Sec tion H-H.
5 0 IO 15
Scale of feet
Low pressure qrouf pipe or drilled hole al poinfs of overbreakage .•
� Vent P,ipe or ) :� drilled hole: f
Low pressure hole ------�------------ I�/ .3 Low pressure grouf pipes or '
f drilled holes al w·--o·crs. lonqifudinally
1\._ ��-- t-=-= ,f necessary.
e one successi::,�ndafion.
�
! ·- ·- ·.·. · .o,·. ·. •.·;.o
·.::.:..:..,_• :.· ·---.· -· · · · · - --=· · ' �-- Hiqh pressure qrout '\ pipes or drilled holes :
TYPICAL SECTION
STATI O N I R, Sta. Z+Z9. 3/ 115'--5, Sta. Z + 33. 84- l/5�4 Sta. 2+38.37 �5'--3
INTER.MEDIATE TUNNEL DIMENSIONS SECTION G-G TO SECTION H·H
SEC TION A - A 10 0 I0 '!.0 30 40 !i0
Sca l e of feet
----·::;1ooe = 0.03
i �2�= -- -- g
.._ : .., . ,. : -S i c: : o : t--: ' � TYP IC A L TUNNEL GROU TING
NOTES Any temporar
y drainage insfolled by confracfor under funnel
in ver t shal be grouted. The diameter of all grouf and drainage holes shall be nof less
fhan 1J•at fhe bottom of.the ho le. Grout pipe connections may be embedded in concrete or set in
grouf holes drilled in concrete al op fion of contracfor. Pipe 2" diameter.
Sfaqqer low pressure qrouf holes lonqifudinolly befween high pressure holes .
A ll funnel secfio_ns except "8 -B"are al riqhf anqles lo invert.
� <ii
r>l!PARTM£NT OF TH£ INTl!RIOR B URE.AU OF RECLAMATION
SALT RI VER PROoJ£CT-ARIZONA H O R S £ ME SA OA·M
S P I L L WA Y S A UXI L I A R Y S PI LL WA Y
SHAFT AND TUNNEL
D£NVl!R, COLOI\ADO,
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1 1 ' "''""''" "" J-:1 , i : "J' E l 1 6 2 8 . 5
_ _ _ j _ _ · - - - - -- - - - - - 2' - 8' - - - - - - - - - - -"""j : : : '
I I
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F I G U R E 8
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L _J! gage.· ·
cp � l _ _ _ _ _ _ _ _ _ _ _ c - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - · · - · j F I o
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- - - - - 9 - ll 2 - - - - - - - - - --- - - - - - - - - - --�
1 I
1 2 9 �
3 O ......., . . , . . , 'T"'T"T""I 90 so 0
M O D E L S C A L E I N I N C H E S 1 2 2 4
1 ,Jo
1 200
P R O T O T Y P E S C A L E I N F E E T
36 48
1 300 3 6 0 H O R S E M E S A D A M
1 : 9 0 S C A L E M O D E L
S P I L L WA Y S - G E N E R A L L A Y O U T
O R I G I N A L D E S I G N
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P L A N O F LE FT S P I LLWAY
r------' _ , -....
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·· -See Detai l 'c"
: I I :.. 1_3 7" -+·-· · -······· - 4 . 6 2· --------.:
0. 1 3"
SECT I ON A·A
2 ci
_t -- � "rl
d
0.33,.; + k-0_33'
·:- -t
E N D ELEVAT ION S I D E E L E VAT I O N
DETAI L "C"
· .... N
-Retaining wall
rr I : -��� r ,
, �.
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S ECT I O N D-D
-._ I ntersection of topography with Ogee crest
P L A N O F R I G HT S P I LLWAY
0.2 0·
0. 1 3"
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0.4�:-,,_ _
0.10:.l ,. .20"' i =o l N • 0 ... ' <D --t ,.., - -f ' ' ' . ' ... ' "' '
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P L A N
-- - 2.20" ···:
0. 33•..: .I. l..0_33" '
---- --3.07' ___ j E N D ELE VAT ION S I D E E LEVAT ION
D E TA I L "F"
I 0
1 1 .'11'!111'11 10 0
I I I
10
2
.... ... .;;
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/-See Detai l "F ''
F l G U R E 9
COORD I N AT E S O F OGEE C R E S T X I I N.) Y I I N.I
0 .9 8 °'- '� 3 . 35 1 . 46 7 4 . 8 0 2 . 800 -· 5 . 9 5 . � l._ 6 .9 0
I---------- ·----5. 46 7
7 . 6 8 1---- - -- -� -
6. 800 8 . 3 5 8 . 1 3 3 8 . 9 I 9. 46 7 9 . 45 I 0. 8 00 9 . 9 8 1 2 . 1 3 3 - --'-'------
1 0 . 4 7 1 3 . 467 1 1 . 0 5 1 4 . 800 I 1 . 8 0 1 6 . 1 3 3 I 2 . 7 6 1 7 . 46 7 -1 3 . 9 0 I 8 . 80 0 1 5 . 3 5 2 0. 1 3 3 1 6 . 48 2 1 . 467
, -· Reta ining wol l
--------� · ....
15 35" -- ---- --------- - · · - - --- -- ------·-----.!"-. -� t-------i------------------------------__::�--� t..--- 2 . 40 " - · -
M O D E L S C A L E 3 4 5 6
I I I I I 20 30 40
··--- -· ---------- -- ·---- ------ --------- --15 .48" ' ' - --- - - ---- - ---------_,...
I N I N C H E S 7 8 9
I I I I I 50 60 70
10 I I
I I 80
SECT I O N E·E
1 2
90
H O R S E M E S A D A M 1 : 9 0 S C A L E MOD E L
R I G HT AND L E FT SPI LLWAY D ETA I LS
O R I G I N A L DE S I G N
P R O TO T Y P E S C A L E I N F E E T
c .
A . Right Sp illway
Reservoir Elevation 1920 . 0 Discharge 100, 008 Second-feet
B. Left Spillway
D. Reservoir Elevation 1926 . 46 Discharge 157 , 000 Second-feet
FLOW CONDITION WITH ORIGINAL SPILLWAY
HORSE MESA DAM
Scale Ratio l : 90
f:ij I-'•
(JQ
I-' 0
60,000 1 9 3 0
1 9 2 5
PROTOT Y P E
80,000
D I S C H A R G E I N S E C O N D - F E E T
1 00,000 120,000 1 40 ,0 00
-,::.,.... __.
,+_ __.__. .,.
I _ ,,.. �� <-� ,.. Di scharge t h rough
$. V
sp i l lways a nd over
F I G U R E 1 1
1 60,000
- �
I 1 9 2 0 Top o f pa rapet .,,;,.."' pa rapet of .dam .
z 0
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/
Disch arge t h roug h sp i l l ways . V
V I
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C rest
20,000
PROTOT Y P E
40,000 60,0 00 80,000 1 00 ,000
D I S CH A R G E I N S E C O N D - F E E T
HORSE M ESA D A M
1 : 90 S C A LE M OD E L
S P I L L WAY D I SCH A R G E C URV E S
O R I G I N A L D ES I G N
A A
1 1 . 0 7 °- - - - - - -- - - --- - - - - - - - _ _ _ ,,
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- - - -
_ _ _ _ i
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C O O R D I N AT E S F O R C U R V E D W A L L 'B" C O O R D I N A T E S FOR C U R V E D W A L L 'M"
X ( I N. l Y I I N. l X I I N.) Y I I N.I 1 . 3 0 Q l 5 M O D E L S C A L E I N I N C H E S 2 . 0 o. 0 7 2. 0 0 Q30 2. 7 0 Q47 30 0 0.69
I 0 I 2 3 4 5 6 7 8 9 1 0 I I
1 2
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I I I I
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2 . 5 o. 1 3 3 . 0 o. 2 0 3 . 5 0. 2 7
33 5 1 .02 4 . 5 8 P R O T O T Y P E S C A L E I N F E E T 4. 0 o. 40 3 7 0 1 .2 8 4 . 4 4 4. 5 0. 5 3 4.0 0 1 . 5 4 4 . 2 5 5. 0 0. 7 3 5. 2 0 4.20 1 .87 3 . 9 5 5. 5 I . 00 5. 0 7 4.45 2 .80 6. 0 I . 3 3 4. 8 0
6 - 5 I . 8 7 4. 4 0 7 . 0 3. 2 0
- - -I ntersection with dam
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Of original crest
· t· . .,e o .o .. .....
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P L A N O F R I G H T S P I L L W A Y
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F I G U R E 12
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- - _ _ _ _ L - _ j: _ - :-L _ _ _ j _ _ _ J _ _ _ -J
- - - -r - - - - T - - , - - - - - - - - - T f : I b ·- =ll') ·N ·r--. . : 00-t l I _ _ _ r � � � ; Q - -2.0<! - -•>< H O O _ _ _ 1 _.t P.t t f ·¥\ . . , . . ;;f !f ��it�t:�;t�:cL). J_ ... )
S E C T I O N S D - D, F - F, H - H , J - J A N D L - L
D I M E N S I O N S FOR A B O V E S E C T I O N S
SECTION X I I N. ) Y ( I N ) L ( I N )
D - D I. 7 6 0 . 0 0 I 0. 0 6
F - F 2. 7 3 0 . 2 1 I 0. 5 3
H - H 2. 6 0 o . 7 2 1 1 . 00
J - J 2. 3 3 I . 0 9 I I . 4 6 * : L - L 2. 0 7 0 . 8 7 I I . 9 2
* Secti on L - L h o s a reta i n i n g w o l I w i th l evel top 4. 1 3 i nches a bove crest.
r- ·
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=., 1 1 "en'\..
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rr;:� - :.;-- -2.�·�· i ao- · · · -3.00"- - - - -
1-c- - -- - - -3 . 6 7" - - - - -
� - - - - - - - - - - x - - - - - -
S E C T I O N S C - C , E - E , G - G, I - 1 A N D K - K
D I M E N S I O N S F O R A BO V E S E C T I O N S
SECTION XI I N.) Y I I N. l L ( I N. ) * c - c 4 . 0 2 o . o o 6 . 8 7
E - E 4 . 5 5 0 - 00 7 . 3 4
G - G 5 . 3 4 0 . 2 7 7 . 8 0
1 - 1 5 . 1 4 o. 7 8 8 . 2 7
K · K 4 . 8 7 I . 0 7 8 . 7 4 * Section C-C h o s a ret o i n i ng wo l I w i t h level top 4. 1 3 inches above crest and no p i e r.
H O R S E M E S A D A M 1 : 9 0 S C A L E M O D E L
E C H E L O N S P I L L W A Y S · D E T A I L S
A. No Flow Crest Elevation 1889. 0
B. Reservoir Elevation 1920 . 0 Discharge 148 , 000 Second-feet
FLOW CONDITION WITH ECHELON SPILLWAYS BOBBE MESA DAM
Scale Batio l: 90
Figure 13
z 0 -I-<{ > w ..J �
a:: 0 >
w a. >I-0
F I G U R E 14
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I � ..,r: I I I I I I I I : I I I I I I I I I I I I I I I I I I I I I I I I ,,A �
19 2 0
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1885 I I I I I ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I j I j j I j I 0 r n nl"'\t"'\ '); n nnn "21"\ nnt'\ ..-. n t"\l'\I"\ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ _
10,0vv 20,000 30, 000 40, 000 50, 000 60, 000 70,000 80,000 90,000 1 00, 000
P R O TO T Y P E D I S C H A R G E I N S E CO N D - F E E T
1 1 0 , 0 00 120,000 1 30, 000 1 40,000
HORSE MESA DAM t :9 0 S CA L E MODE L
1 50 , 0 0 0
S PIL LWAY D I SCH ARGE C URV ES
EC H ELON S P I L LWAYS
f60, 00
1" � - - - - - - - - - - - - - - - - - 4' 12
- - - - - - - - - - - - - - - - - - - - - - - - - - - - � ' '
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F I G U R E 1 5
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M O D E L S C A L E I N I N C H E S 1 2 24
l l 1 00 2 00
P R O T O T Y P E S C A L E I N F E E T
3i6 4 8
300 3 6 0
H O R S E M E S A D A M 1 : s o S C A L E M O D E L
S P I L L W A Y S - G E N E R A L L A Y O U T F I N A L D E S I G N
A UX I L I A R Y S P I L L WA Y - G E N E R A L L A Y O U T S E M I - F I N A L D E S I G N
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P L A N OF L E F T SPI LLWAY
- - - - - - - - . - - - - - · - ·.i· -=,:_ � «>
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P L A N OF R I G HT S P I L LWAY
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S E C T I O N D - D
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S E C T I O N E - E
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• ' .... ., ,.;
E ND ELEVATION SIDE ELEVATION
D ETA I L •F•
EQUAT ION FOR THE PARABOLA ON THE CE NTERLINE OF EACH PIER
P I E R EQUAT ION
I x• • - 11 067 y 2 x• . - 15. 02oy 3 x• • - 14_ 533y 4 x• • - 1,;. 267y 5 x• • - 14_,;oor
0
� I 05 0 2 l
MODEL SCALE IN I N C H E S 3 4 5 6 7 8 9 10
l I I 12
- -- ·· • ' .... .., , : :�-- - - · - - -i--i �
-- .... -007• � __ :
END SIDE ELEVATION ELEVATION
D E TA I L •c•
__ t
� 10 5 0
T 10 20 30 40 50 60
PROTOTYPE SCALE I N F E ET
L, 70
r1 80
1 90
H O R S E M E S A D A M l'. 9 0 S C A L E M O D E L
R I G HT AND LE FT SPI LLWAY D E TA I LS F I N A L D E S I G N
A
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S E C T I O N 8-8
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SECTION A-A
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S E CT I O N F·F
MODEL SCAL E IN I N C H ES 1 0 1 2 3 4 & 6 7 8
iw�� I I I I I I I I t I I .7-i IO 0 I0 20 30 40 &0 60
9 10 II 12 I Y-l r 1 70 00 90
PROTOTYPE SCALE IN F E E T
H O R S E M E S A D A M 1 • 9 0 S C A L E M O D E L
A U X I L I A R Y S P I L L W A Y D E T A I L S S E M I - F I N A L D E S I G N
A. No Flow
B . Reservoir Elevation 1920 . 0 Discharge 150, 000 Second-feet
FIN.AL DESIGN OF SPILLWAYS AND SEMI-FINAL DESIGN OF TUNNEL HORSE MESA DAM
Scale Ratio l: 90
Figure 18
A. No Flow
C . No Flow
LEFT SPILLWAY
B . Reservoir Elevation 1920 , 0 Discharge 36, 500 Second-feet
D . Reservoir Elevation 1920 . 0 Discharge 65 , 200 Second-feet
RIGHT SPILLWAY
FINAL DESIGN OF SPILLWAYS HORSE MESA DAM
Scale Ratio 1 : 90
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1 885 l I I I I I I I I I I I I I I I I I I I I I I I I I I I 10000 20000 300 0 0 400 00 5 00 0 0
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P R OTOTYPE D I S C H A R G E I N SECON D - F E E T
1 20000 1 30000 140000 1 50000
H O R S E M ES A D A M l 19 0 S C A L E M OD E L
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P R O T O T Y P E S C A L E I N F E E T
H O R S E M E S A D A M I : 9 0 S C A L E MO D E L
A U X I L I A R Y S P I L L WA Y
P RESSURES AND WATER SUR FACE PROFl LES
S E M I - F I N A L D E S I G N
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A. Looking Upstream B. Close-up
C . Looking Downstrerun
Reservoir Elevation 1920 . 0 - Discharge 47 , 000 Second-feet
SEMI-FINAL DESIGN OF TUNNEL HORSE MESA DAM
ScaJ.e Ratio l : 90
Figure 22
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S E C T I O N B - B
H O R S E M E S A D A M 1 : 9 0 S C A L E M O D E L
A U X I L I A R Y S P I L L W A Y F I N A L D E S I G N
A. Looking Downstream No Flow
FIN.AL DESIGN OF TUNNEL HORSE MESA D.AM
Scale Ratio l : 90
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B . Discharge 25, 000 Second-feet
C . Discharg'e 47, 000 Second-feet 12:1 ..... �
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M O D E L S C A L E I N I N C H E S
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10 20 ,o 40 50 60 70 80
P R OTO T Y P E S C A L E I N F E E T
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