HYDRAULICS BRANCH OFFICIAL FILE COPY BUREAU OF RECLAMATION HYDRAULIC LABORATORY UNITED STATE S OFFICE DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION FILE COPY WHEN BORROWED RETURN PROMPTLY-

HYDR A ULIC MODEL STUDIE S OF TH E ISLAND

BEND CONTROL GATE - EUCUMBENE-SNOWY PROJECT

SNOWY MOUNTAINS HYDRO-ELECT RIC AUTHORITY AUSTRALIA

Hydraulic Laboratory Report No. Hyd-462

DIVISION OF ENGINEERING LABORATORIES

COMMISSIONER'S OFFICE ! DENVER, COLORADO

April 12, 1960 CONTENTS

Aclmowledgment Purpose •••.• • • • ...... 1 Conclusions •••••• ...... 1 Introduction •••••• ...... • • 0 • • • • 4 The Models ••••••• ...... 1 Investigation ••••• ...... 8. Studies for Narrowing IDwer Pa.rt of' Gate Body--Air Model • • 8 Triangula.r Corner Fillers • • • • • • • • • • • • • • • • 8 Rectangular Corner Fillers. • • • • • • • • • • • • • • • 10 Triangular Restriction Plates • • • • • • • • • • • • • • 10 Curved Edged Restriction Plates • • • • • • • • • • • • • 11 Leaf' Bottom Shape and Bottom Downstream Seal--Air Model. . . 11 Flared Floor and Walls--Air Model •••••••••••• . . 12

Floor Downstream from Gate Leaf' • • • • • e • • • • • • • 12 Walls Downstream from Gate Leaf' ...... 13

Shape at Downstream Slot Corners--Air Model • • • • • • • 0 • 13 Recommended Design--Hydraulic Model • • • • • • • • • • • . . 14 Final Model ...... 14 Gate Performance • • • • • • • • • • • • • • • • • • • 15 Hydraulic Downpull • • • • • • • • • • • • • • • • • • • • 16 Stainless Steel Liner Plates ••••••••••••••• 17 Measuring Station for Downstream Tunnel Pressure • • • • • 18

References . • ...... • . . . . . 19 Figure

IDcation map of Snowy Mountains Scheme ••••••••••••• 1 IDcation maps of Eucumbene-Snowy Project •••••••••••• 2 Schema.tic diagram--Island Bend, Geehi-Eucumbene •••••••• 3 General arrangement--Island Bend works ••••••••••••• 4 Plan and sections--Intake structure •••••••••••••• 5 COJll)uted tunnel friction losses and hydraulic grades at Island Bend gate • • • • • • • • • • • • • • • • • • • • • • • 6 1:19.2 scale air model • • • • • • • • • • • • • • • • • • • • • 1 1 :24 scale hydraulic model • • • • • • • • • • • • • • • • • • • 8 Filler blocks for narrowing gate body ••••••••••••• 9 CONTENTS--Continued Figure

Restriction plates for narrowing gate body ••••••••• . . 10 Floor and wall alinements f'rom gate leaf to 28-toot-diameter t"UDDel • • • • . • • • • • • • • • • • • • • • • • • • • • • • • ll Gate slot designs and pressures ••••••••••••• . . . 12 Model gate details and piezometer locations--Recommended clesig11 • • • • • • • • • • • • • • • • • • • • • • • • • • • • 13 Average pressures and pressure factors ••••••••••••• 14 Head, discharge, and back pressure at control gate ••••••• 15 Coefficient of discharge versus gate opening--Recomended desig11 • • • • • • • • • • • • • • • • • • • • • • · • • • • • • J.6 Discharge alinement chart--Recommended design · ••••••••• 17 Pressure cell record of most negative and most severely fluctuating pressures . . . . . • • • . • . . . . • • . • • . 18 Hydraulic downpull forces on the gate leaf • ...•.•...• 19 Prototy_pe installa.tion--Island Bend control structure ••••• 20 Prototype installa.tion--Liner plates • . . • • . . . . . • • . . 21

11 AC:KNOWLEOOMENT

The model studies discussed in this report were conducted in the Hydraulic Laboratory of the Bureau of Reclamation in Denver during the last half of 1958 and the first half of 1959. During and previous to this time, many conferences were held between members of the Canals Branch, the Mechanical Branch, and the Hydraulic Laboratory Branch of the Bureau of Reclamation and representatives of the Snowy Mountains Hydro-Electric Authority, to discuss original design alternatives, later test results, and final structural and hydraulic requirements. The recommended design for the control structure evolved from these conferences and model studies is therefore the result of the thoughts and work of many people.

A number of Australian engineers associated with the Bureau for a training and observation period assisted 1n these model studies. The efforts and cooperation of Messrs. Rodney Whitfield, Allen Peet, Colin Kilmartin, Ado Kadak, Daniel Linsten, Christopher Goodall, and Robert Watt were greatly appreciated.

Help by Mr. Isao Yamaoka, Trainee from Japan, vas also very much appreciated. ulUTED STATES DEP.ARDmlf.r OF THE In'IRIOR BUREAU OF RIX:UMATIOlf

Commissioner's Office--Denver Laboratory Report Ro. Hyd-462 Division ot EngineeriDS laboratories Conq>iled by: W. P. S1mmoDS 1 Jro Hydraulic laboratory Branch Checked by: w. E. Wagner Denver, Colorado Reviewed by: J. W. Ball ~ril 121 1960 Submitted by: H. M. Martin SubJect: Hydraulic. model studies ot the Island Bend control gate-­ Eucumbene-Snowy ProJect--Snovy li:>untains Hydro-Electric Authority--Australla

The purpose ot the studies was to develop a trouble-tree control gate capable of regulating tl.ows ransiDS from 50 to 7,000 eta at head differ­ entials q, to ltoo feet. The gate is used in a tunnel system where submerged f'low conditions prevail.

COBCWSIO:tfS

1. A gate to· satisfy the severe operating requirements I puticularly the very- low rates of flow under the very highest head differentials, can be obtained With a 9-toot-Wide b7 16-foot-high structure with weir­ like restriction plates placed normal to the flow and flush with the c1ownstream tace ot the leaf to reduce the effective gate width at small openings (Figures 13 and 20). 2. Severe cavitation damage can occur to a structure operating under such high heac1s. To overcome this &mger I an enlarged tUDD.el section was provided downstream from the gate to form a pool for the high veloc.. ity Jet to enter. By wk1ng the downstream. frame short, providing reentrant flow into critical areas I and moving the downstream. boundaries outward awrq tr0D1 the cavity collapse zones (Figures Ja. and 20) 1 cavitation demge to the structure is negated.

3. Corner f1llers to reduce the passage width near the gate bottom (Figure 9) were unsatistactor7 due to the occurrence of severely nega­ tive ( subat:mospheric) pressures on the surfaces. Cavitation on these surfaces would bave been inevitable •

.Ja.. Weir-like restriction plates placed normal to the f'lov and flush with the downstream. tace of the leaf (Figure 10) provided good pressure and tlow coDditions. The flow, af'ter leaving these plates, formed its o,m boundaries within the fluid. The space behind the plates allowed reentrant flow between the jet and the walls and relieved negative presm sures. Plates with convex flow edges {Figure lOC) provided best resultso

5. The floor of the downstream gate body must be sloped downward to obtain a more rapid degree of conduit eJq)&ll&ion. A vertical 12-inch downward step at the downstream :f'ace of the restriction plates., followed by a 45° downslope to elevation 3503.25 {Figures 11 and 20)., gave good results.

6. Ideally., the enlarged tunnel section should be placed as close as possible to the gate leaf to prevent cavitation damage and to obtain the best recirculation around the discharging jet. However, structural considerations required that the downstream conduit width be the same as the upstream width tor a sutf'icient distance to resist the gate leaf thrust. A good hydraulic and structural balance was obtained with 7-foot-long parallel walls 9 feet apart, followed by 11-1/2-inch outward otf'sets and 18° outftl"d flares {Figure 13).

7. outwardly otf'set aownstream slot corners, toll.owed by curved val.ls to return the passage width to normal, did not iJqprove the slot and wall pressures in this gate. A square-cornered rectangular slot (Figure 12) performed as well as the ottset ones and offered design and construction economies. The back pressure acting on this structure was the main factor permitting the selection of the square-cornered slot design.

8. The usual open--beam. shape of gate leaf bottom. for this downstream seal, roller-momted gate leaf was unsatis:f'actory due to poor local pressure conditions. Much better performance was obtained with an elliptically shaped bottom. {Figure 13).

9. The position and shape of the gate leaf seal that seats against the upstream. :f'ace ot the restriction plates greatly atf'ected the pressures near the leaf bottom.. Satisfactory pressures are eJq>ected with the seal placed as low as possible on the downstream. face ot the leaf and projecting only 9/32 inch beyond the seal bar {Figure lOF).

10. The pressure and flow conditions for the gate should be entirely satisfactory f'or all operation with the Island Bend and Geehi Pond water surface elevations Yi.thin their normal ranges. Even at the extreme but unlikely condition of Island Bend Pond completely tull and Geehi Pond completely empty, but with a 30-f'oot back pressure., the opera­ tion will be acceptable. There will be a slight tenclency for light, sporadic., local cavitation near the flow surfaces.

2 ll. When Geehi Pond is empty and low flows are passed to it through the Island Bend gate., it will be necessary to check Geehi gate to maintain a back pressure of' at least 30 feet on the Island Bend gate., measured from the upstream. center line.

12. The Island Bend gate may be operated at any gate opening greater than 6 inches mder any applicable head conditions f'or any length of time. The gate opening limitation will pose no handicap on the gate or on the operation of the overall tunnel and reservoir system because the minimum specified discharge of 50 cfs at the greatest possible head differential is eJC;pected to be obtained with an opening slightly greater than 6 inches. 13. stainless steel plates at'e needed in the Island Bend gate on the parallel 7-foot-long walls downstream. from the slots to provide and maintain smooth., well alined., corrosion- and erosion-resistant surfaceso Such surfaces are nandatory on these parts of a structure that operates submerged at practically aay opening., mder very high differential heads., for very long periods of time., and where minim.um :maintenance is important due to the difficulties., loss of time., and heavy expenditures necessary in gaining access to the. gate.

14. A measurement of' downstream head is needed 1n addition to lm.owledge of gate opening and upstream. head to set given discharges through the Island Bend gate. This measurement can be made with a float well in the gate. sha:rt., the well being connected to an opening in the side of the 28-f'oot-diameter enlarged tunnel 100 feet downstream from the gate o

15. The downpull forces acting on the gate due to pressure decreases on the bottom surface when ~ passes beneath the leaf will reach a max1m11m of about 442.,000 pounds (Figure 19A)o This load will occur at a gate opening of' about 60 percent and is for the severe condition of Island Bend Pond full and Geehi Pond empty. Less do'fflJ;Pull occurs as · Geehi Pond fills. · l.6. Identical gate leaves and structures can be used at Island Bend and Geehi control stations. This provides certain design econolfillies and flexibilities and will insure having a gate at Geehi that will satis­ factorily handle the very severe operating conditions that can be iJIIJposed on it.

17. Tests made without restriction plates in the gate body, thus repre.. senting the Eucumbene gate., and with lake Eucumbsne considered at lllWli"" mum operating level and Island Bend Pond tull., showed an approximate muimum downpull of 429 .,ooo pounds (Figure 19B) o

3 18. Tests made without restriction plates and with the tunnel empty downstream from the Eucum.bene gate, as could prevail during initial filling of the Eucum.bene Tunnel if attempted from Island Bend, showed a maximum downpull force of approximately 1,070,000 pounds (Figure l9C).

INTRODUCTION

The Snowy Mountains Hydro-Electric Scheme in southeastern Australia is a comprehensive engineer:i.ng and construction program for collecting waters from the seaward and landward sides of the Great Dividing Range and using them for irrigation and power generation (Figures l and 2). · The scheme is under the direction of the Snowy Mountains Hydro-Electric Authority. The Eucum.bene-Snowy-Geehi Diversion System is a part of this scheme and will transfer Snowy River water into M-6 (later changed to Murray 1) and subsequent power stations, or into the main storage in Lake Eucumbene, or from Lake Eucumbene directly into the Murray-series power stations (Figure 2). The Island Bend control structure is a part of the Eucumbene-Snowy-Geehi Diversion plan ( Figure 3) • Its function is to regulate the flows released from Island Bend Reservoir into the tunnel system, while maintaining the Island Bend inlet shaft and tunnel full of water so that air is not entrained and carried into the system.

The question of whether or not to allow air to enter the tunnel system was carefully considered. Attention was particularly given to problems that would arise if air were present. It was believed that pockets or accumulations of air would build up along the crown of the gradually sloped tunnels, particularly in the unlined sections, and would move intermittently along with the flow. Upon reaching the tunnel outlets, which are normally deeply submerged at the reservoirs, the air pockets would quickly vent themselves, and water would rush into the vacated space. Heavy shock loads and water hammer would then occur as the waters moving into the vacated areas collided. These shocks would be damaging to the· structures and undesirable from an operational stand­ point. In addition, violent and undesirable boiling and wave action would occur in the ponds.

Vents placed at strategic locations could alleviate these difficulties by providing controlled release of the air. The problem would then resolve· itself into obtaining satisfactory separation of the air from the water and providing suitably located collectors and vents to exhaust it. PreHminary studies of methods to achieve this controlled removal of air from the tunnels showed that several unknOllD.s were involved. Foremost of these was the rate of rise of various-sized bubbles in the turbulent flow in the tunnels. Because of the unknowns, it was not possible, on the basis of available data, to say what type, size, and placement of air separation chambers and vents would be needed to release the entrained air from the water and vent it to the atmosphere. It was f':JnaJJy decided best to avoid these problems, by adopting a design which prevented the entrance of air by Mking the inlet flow :full at all times. The entrance (Figures 4 and 5) vas therefore made somewhat similar to· the inlet tor the j1mction sbaf't in the Eucumbene-Tumut Tunnel.!/ The regulation in the Island Bend struc­ ture Will be accomplished by a gate in the horizontal section of tunnel between the Island Bend intake and the connection with the Eucumbene­ Snowy and Snowy-Geehi Tunnels. This gate will at all times be operated to keep the intake structure flowing f'ul.l so that no air is entrained and carried into the system.

The operating conditions imposed on the control structure are severe. The max:hroDll flow will be about 6 .,lfoo cf's. The minimum is about 50 eta. Prior to the in1tial tilling, and possibly on rare occasions thereaf'ter, Geehi Pond may be completely empty. During the early stages o:r .PiJl:Jng Geehi Pond, free flow discharge conditions can prevail at Island Bend· gate because the gate invert is above the minimum water surf'ace level ot Geehi Pond (Figure 4). No operational problems are anticipated with the free discharge operation if the gate is operated to fill the pond.

As the water level rises in Geehi Pond., the tunnel will fill and sub­ merged discharge conditions will prevail at Island Bend gate. This type of' operation greatly alters the f'low and pressure conditions at the gate and produces the most severe operating conditions. A head differential of' 390 feet can. occur across the gate when the 28-f'oot­ diameter conduit is just tull. Frictional losses in the tunnels Will add back pressure as the rate of' flow increases. Computed frictional losses for the largest and smallest probable roughness values and the back pressures on the center line ot the Island Bend gate with minimum pond at Geehi are shown in Figure 6B. AB the pond continues to till to reach normal operating levels, and/or as the discharge increases., the back pressure increases while the head differential decreases. Progressively less severe operating conditions result. A similar but less severe situation exists with flows to the Eucumbene-Snowy Turmel .(Figure 6A).

A number of' different gate designs were considered f'or the Island :Bend control structure. One included placing 3 moderately sized gates side by side with only l operating when releases were small. Another plan included a l.SZ'ge single gate vith a small gate built into the main leat. These and other designs were eventually el1minated from. consideration and a single 9-f'oot-wide by 16-foot-higb gate was selected. Extremely smJ.l gate openings during releases ot very small f'lovs were rendered unnecessary by decreasing the width of the lower Puf of the gate

Y Numbers refer to References at end of report.

5 body. This reduction in passage width was carried to the point where openings of 6 or more inches could be set for releasing the minimull anticipated discharge of 50 cfs.

In systems where high velocity flows enter a pool or filled conduit under moderate or low back pressures, cavitation can occur.yJ/ This cavitation takes place within the low pressure cores ot rapidl.J' whirling vortices created by shearing between the high velocity jet and the surrounding water. As long as the vortex action is severe and the pressure l'egime is moderate or low, the inception, formation, and decay ot vapor cavities continue. If' these multitudes of' vapor pockets collapse on or near the boundary walls, damage of serious proportions can occur. It is therefore ilqperative, for long structural lite, that the boundary surfaces ot such a structure be placed well away from areas where this inevitable cavitation .collapse will ta.Im place.

Design data, unpublished at the time of this writing, were available in the Bureau of Reclamation laboratories to help in determining the conduit &?Tangement tor the Island Bend gate. studies using a laoo-toot head cliff'erential across a partly opened, 3-inch, 300-pound gate valve showed that no aemage would occur on the downstrea conduit provided its diameter were 1.75 or more times the nominal, gate body diameter and the back pressure in the conduit were 20 or more feet. A review of' the Island Bend installation showed that it would alJllost always operate sub­ merged and that its back pressure could become as low as 20 to 30 feet. Further decreases in back pressure with the poss:1,.bility of undesirable shifting between submerged and free discharge flow conditions would be prevented by throttling the Geehi control gate located a short distance downstrea. The severest Island Bend operating condition was therefore submerged tlow regulation with a 410-f'oot upstream head and about a 30-toot aownstream head. On the basis of' the laboratory data, the aownstream conduit diameter., D, was made 1.75 times the 16-f'oot diameter . of' the upstrea conduit., or 28 feet. The length, based on the same data, was :made 5D, or 140 feet, to provide ample room for tl.ow redistribution before the water reentered the 16-f'oot-diameter tunnel farther do1m­ stream (Figure 4). Later tests showed this design to be satisfactory. Several hydraulic problems were apparent in the design of this unusual control structure. Cavitation and cavitation-erosion were an ever­ present threat and could be encountered not only in the mixing zone of' the jet but on the walls, gate slots, leaf, or other parts of' the struc­ ture. Positive means for controlling the cavitation had to be found if' satisfactory service life and dependability were to be achieved. In this respect, there was uncertainty about the shape of the restrictions to be used within the gate body to narrow it near the invert. Also, the shape of' the gate leaf' bottom and the style and placement of' the seals were uncertain. Furthermore, the shape of the abrupt expansion

6 downstream from the point of control in the structure had to be deter­ mined and balanced age.inst a sound structural design capable of with­ standing the 'terrific thrust loads on the leaf'. To determine what these shapes and designs should be for the overall control structure, hydraulic model studies were made. Descriptions of the test facilities used.in the studies, and discussions of' the results obtained, are presented in this report.

THE MODEIS

All preliminary studies were made with air because air model tests are convenient, fast, inexpensive, and reliable. The air facilities used for the tests consisted of' a centrifugal blower which arew air in · through a 12-inch-diameter inlet pipe and forced it out through a 10-inch pipe to the gate section (Figure 7A). After the flow passed through the gate section, it entered an enlarged conduit similar to the enlarged downstream tunnel proposed for the protot,:pe structure. The air then discharged freely back into the atmosphere. The rate of air flow was measured by appropriately sized flat plate orifices located on the entrance to the 12-inch blower inlet. The flow velocities within the gate were maintained below 300 feet per second so that the compres­ sibility of the air would be negligible. The pressure measurements were obtained with piezometers and water-filled manometers read to the nearest 0.01 of' an inch. In cases where pressure fluctuations were small or moderate, the average pressures were recorded. In other cases, where fluctuations were severe, the most negative pressures were recorded in addition to the average ones.

The gate section for the ·l:19.2 scale air model was constructed of wood, light gage sheet metal, and transparent sheet plastic (Figure 7B). The design shown consisted of' the 5.6-inch-wide by 10.0-inch-high gate section, the 2.77-inch-thick gate leaf', and the 5.6-inch-wide by 14.25-inch-higb downstream frame 8.13 inches long. The enlarged down­ stream conduit was represented by a 20.5-inch-diameter sheet metal pipe. Piezometers were provided on the flow surfaces believed to be critical.

The final model tests, including calibrations and downpull measurements, were made with a 1:24 scale hydraulic model (Figures 8A. and 13). The water facilities f'or making the tests consisted of the permanent labora­ tory water supply system, the upstream pipeline or tunnel section, the gate itself, the downstream pipeline or tunnel section, the back pressure regulating valve, and the waste line to the laboratory reservoir. Water was supplied to the model by a 12-inch centrifugal P'UIII>, and the rate of flow was measured by calibrated Venturi meters within the permanent lab­ oratory supply system. Water approached the gate through an 8-inch­ diameter pipe 12.5 feet longo A transition similar to the one proposed

7 for the field structure carried the flow into the 4.5-inch-wide by 8.0-ilich-higb gate. A 14-inch-diameter pipe represented the 28-foot­ di.ameter enlarged conduit downstream., and a 12-inch gate valve regulated the back pressure. The water returned to the laboratory storage reservoir for recirculation.

The gate section of the hydraulic model was constructed of brass plate and 1/2-inch-thick transparent plastic (Figures 8B and 13). It con­ sisted of the 4.5. by 8.0-inch upstream f'rame, the 2.22-inch-thick gate leaf, and the downstream gate body with a dowmra.rdly flared floor. Piezometers were provided at areas found to be critical in the air model studies so that final pressure measurements cou1d be ma.de. Care was taken to make the hydraulic model strong and capable of vithstand':ing relatively high heads. This was necessary because reasonably high velocities were required to obtain Beynolds number values high enough for good model-prototype similitude.'!±}

Pressure measurements were read on water-filled, single leg manometers, mercury-filled single and double legged manometers, and in some cases, f'rom pressure cell recording charts. The charts were obtained at those piezometer stations where the pressures were particularly low and/or where the pressures fluctuated greatly.

IBV!STIGATI0N

Studies for Narrowing Imrer Part of Gate Body-=Air Model Tr1angular Corner Fillers

The first attelqpts to narrow the lower portion of the 9-foot 5-1/2-inch­ wide pre.11m1nary gate body were made by inserting corner fillers in the passage (Figure 9). These fillers were triangular in cross section and extended the full 12 feet f'rom the gate slots to the abrupt e:x;pansion into the 28-foot-diameter tunnel. The upstream ends of the fillers were shaped to produce elliptical surfaces. The :flow passage formed at small gate openings by the gate leaf bottom., the sloping walls of the specially shaped fillers, and the floor vas trapezoidal. in cross section and of small area.

The major and minor axes of the first elliptical section were 3.0 and 0.96 feet (prototype), respectively, forming a 1:3.13 ellipse (Mo. 1., Figure 9B) • The ellipses lay in a plane parallel to the gate floor and the fillers were 3 feet apart at the flooro The spring lines, or lines where the elliptical curvature started at the vertical upstream faces of the fillers., were 4 feet 11 inches apart at the floor o The design therefore produced a downstream gate boq 4 feet 11 inches wide at the

8 floor, gradually widening to the full 9-f'oot 5-1/2-inch passage width at a height of 5.45 feet. The :f'ull height of' the fillers at and beyond the end of' the elliptical section was 6 feet 5-1/2 inches.

Severely negative pressures occurred on both the curved and straight surfaces of the fillers. The pressures were particularly low at the piezometer located 10 inches downstream :f'rom the start of the fillers and 10 inches above the floor at a 13 percent gate opening. Apparently the 13 percent gate position placed severe flow contractions directly over the piezometer station.

A second shape was investigated using an ellipse with prototype JDB.jor and minor axes of' 5.0 and 1.0 feet, respectively (1:5 ellipse) (No. 2, Figure 9B). These fillers were larger than the first ones, and the width between the parallel portions was reduced to 1.5 feet at the floor. The spring lines were 3 feet 6 inches apart at the floor and met the side walls 5 feet ll-1/2 inches above the floor. The overall height was 7 feet ll-5/8 inches.

Low pressures were again encountered on the curved surfaces near the gate leaf, and to a lesser extent on the straight sides of' the fillers. Pressures measured on the floor near the intersection with the fillers showed moderately negative pressures. The gate position had consider­ able effect upon the pressures near the spring lines of' the ellipses, and the lowest pressures on any particular piezometers occurred when the leaf bottom was about level with the piezometer openings.

In the above two designs, the ellipses were laid out in planes parallel to the floor. Actually, the flow tends to travel normal to the spring line. It was thus more appropriate to lay out the ellipses in a plane normal to the spring line and hence normal to the slope of the filler surfaces. A third belllllouth was ma.de up in this manner with major and minor axes of 6.25 and 1.25 feet prototype (1:5 ellipse) (No. 3, · : Figure 9B). The spring lines were 3 feet 3-1/4 inches apart at the floor and met the side walls at a height of' 6 feet 2-1/4 inches. The total filler height was 8 feet 11-1/2 inches.

The pressure conditions were better with this design, but serious negative pressures still occurred near the leaf. This suggested that even more gentle curvature was needed, with larger major and minor axes for the ellipses. However, atte:n:q,ting to maintain the spring lines close enough together to properly narrow the passage, and yet atte:n:q,t­ ing to use fillers with larger ellipses, was inconsistent and iDi)racti­ cable. No :f'urther increase in minor axis was therefore reasonable, and no :f'urther tests were made with the triangular fillers.

9 RectanguJ.ar Corner Fillers It was believed.that part ot the reason tor severe negative pressures on the -qpstream parts of the fillers was that an acute angle was formed by the horizontal bottom of the gate leaf and the sloping walls of the triangular fillers. To increase this angle as. much as practicable, fillers with vertical sides were tried in the model (Figure 9C). Elliptical surfaces with 6.25- and 1.25-foot (prototype) axes were formed on the sides and tops of' the fillers. The vertical spring lines were 4 feet 4-3/4 inches apart, and the horizontal spring lines at the filler tops were 5 feet 1-3/4 inches above the floor. The full filler height was 6 feet '4-3/4 inches. The distance between the parallel po~tions was l foot 7-1/2 inches. Somewhat better pressure conditions occurred with the rectangular fillers when the gate leaf was below the top spring lines. However, when the leaf' was_ raised to just allow flow over the top of' the fillers, negative pressures occurred on the top and on the corner surfaces that connected the vertical and horizontal ellipses. Also, small increases in gate opening in this range produced large changes in the quantity of' water released. This was undesirable because it made the setting of small discharge changes diffic·ult. At large gate openings, the pressures on the fillers were satisfactory.

Triangul.ar Restriction Plates The difficulties encountered in using solid corner fillers to reduce the passage width led to an entirely different concept e It was reasoned that it the water were all.owed to form its own flow boundaries after leaving the control section at the leaf, and no structural surfaces were near these flow boundaries, there would be less difficulty with negative pressures. Heavy flat triangular weir-like plates were therefore fastened vertically in the gate boc'cy' normal to the passage and ·flush with the cJownstream face of' the gate leaf (Figure 10). These restric­ tion plates represented the front surfaces ot the previous fillers and narrowed the passage in the same manner. After the f'lov lef't the edges or spring lines of' the plates (Figure lOE), it vas tree to take its natural flow path. The space behind the plates allowed reentrant· flow between the jet and the gate boc'cy' to relieve negative pressures. It, in effect, provided an abr-qpt eJr;p&nsion downstream f'rom the leaf.

The first tests were made with triangular plates 4 feet 5-3/4 inches wide and 8 feet 11-1/2 inches high, prototype (Figure lOB). This lef't a passage width at the floor ot 6 inches. Better pressure conditions were encountered on the floor and walls cJownstream f'rom the plates than on the boundary surfaces with any previous designs. Tests were continued with variations in width and height ot the plates to obtain a design that

10 ·,· combined acceptable pressure conditions, ample flow recirculation behind the restrictions, sufficient reduction in passage width for controlling small flows, and access room for maintenance men and equipment. At the same time, the overall width of the downstream gate body was reduced to an even 9 feet. Best results were obtained with triangular plates having a bottom width of 4 feet and a height of 6 feet.

Curved Edged Restriction Plates Continued studies with restriction plates showed that better performance could be obtained if the flow edges or spring lines were convex instead of straight (Figure lOC). The convex shape restricted the flow passage a little more and provided more room for reentry of water between the Jet and walls. The results were that the pressures on the floor and walls were better, and the flow was more stable. Best performance was produced by sharply curved plates, but the difficulty of supporting such plates in the prototype structure made their use unwise. An excellent CODQ?romise was achieved with moderately curved plates, and this design is recommended for prototype use (Figure lOC).

Leaf Bottom Shape and Bottom Downstream Seal--Air Model

An 1D!Portaut factor learned :f'rom the studies with corner fillers and restriction plates was that the shape of ·the gate leaf bottom and the placement of' the down.stream seal had a marked e:f'fect \WOn local pressure conditions. The downstream bottom seal, which is necessary for sealing along the face of the plates, was first placed well above the gate leaf bottom (Figure lOD). This produced a restricted space between the rear of the gate leaf and the face of the plates, and local high velocity flows occurred. These flows caused extremely low pressures and were undesirable. The difficulty was largely overcome by moving the seal close to the bottom of the gate and by keeping the extension of the seal beyond the clamping bars to a minimum (Figures lOF and 20). Thus, no appreciable passage remained and no large flows were present between the leaf and the plates.

The bottom geometry of the initial leaf' was of the type frequently used with fixed-wheel or roller train gates (Figure lOD). It was formed by the undersurface of the large I-beam used horizontally at the bottom of the leaf, the plate extensions at the downstream face, and vertical stiffener plates f'rom the beam to the extension. The bottom seal, which rests on the floor at gate closure, was carried on the extension plates. As initially proposed, the seal extended downward beYond the plates about 3/8 of an inch, and there was a sharp corner at the bot~ upstream. edge of the plate. Tests showed extreme negative pressures on this leaf bottom. Minor revisions like beveling and rounding the upstream bottom corner and reducing the extension of the seal beyond the plates 1D!Proved the pressure conditions only moderately.

11

- - A major change in bottom geometry greatly i.Jqproved the pressures and flow conditions. This change consisted of extending an elliptically shaped steel plate from the front face to the bottom downstream edge of the leaf (Figures lOA, lOF, and 20). The elliptical shape is recommended for the prototype leaf (Figure 20) and was used for all sub$equent model tests.

Flared Floor and Walls--Air Model

Floor Downstream from Gate Isaf

The basic principle used in the design of the gate was that of provid­ ing an enlarged section for the high velocity flow to enter. For this principle to be workable, the enlarged section must be large enough to give good flow circulation a.round the jet. Ideally, this enlargement would be achieved just downstream from the gate control section. How­ ever, for structural reasons, it was necessary to · continue the gate body, or conduit, for an appreciable distance downstream from the slots so that the slots would be capable of withstanding the thrust loads of the leaf. This extended conduit restricted the flow recirculation and caused a general lowering of the pressures and some instability in the jet.

Increased e:x;pansion, or enlargement of the passage, was obtained by changing the alinement of the downstream floor (Figure ll). To accom­ plish this in the model, the downstream frame was modified by dropping the horizontal floor to the level where the bottom corners just inter­ sected the walls of the 28-foot-diameter tunnel. This represented the greatest permissible drop in floor elevation of 6 .8 feet, prototype. Tests were then made with horizontal fillers inserted to represent level floors 1.7 and 3.4 feet below the upstream floor. The pressures and flows became progressively better as the floor was lowered, and the best conditions were obtained with the lowest possible floor level of 6 .8 feet below the upstream frame (Figure llA). An appreciable amount of turbulence and pressure fluctuation remained in the system. Other floor fillers were tested. One provided a 45° slope from the upstream floor level to the fully lowered level floor downstream (Figure llB). Good flow and pressure conditions resulted. The second filler provided a more gradual slope that started from the·tq>stream floor level and reached the fully lowered floor at the downstream end of the 13-foot-long body section. This design was ·less satisfactory · than the 45° slope.

Further tests were made to determine the pressure conditions on the 45° $lope just downstream from its intersection with the tq>stream floor. Severe negative pressures occurred at and near this change of alinement

12 unless an ap,Preciable vertical step, or offset, was provided (Figure llB). A step of 3/4-inch prototype was first tested but was found entirely inadequate. The step, or offset, was eventually increased to 12 inches prototype, and this amount of offset represented a satisfactory compro­ mise between structural and hydraulic considerations in the system. The 45° slope, together with the 12-inch vertical offset, is recommended for prototype use. Walls Downstream from Gate Leaf The 9-foot-wide by 13-foot-long walls downstream from the leaf still formed too long and narrow a passage to allow adequate flow recircula­ tion around the main jet. Detailed stress studies showed that it would be possible to flare the downstream 6-foot sections of the 13-foot-long walls while still retaining adequate strength to withstand the extreme thrust loads of the leaf. Tests were made with these walls flared 30° 20°, 10°, o0 , and -10° relative to the passage center line (Figure 11cj and using the 45° sloping floor with a 12-inch vertical step at the restriction plates. The best pressure and stability conditions occurred with the maximum flare, and progressively poorer results occurred as the walls were moved inward. The worst conditions occurred with the walls converging at the -10° flare. At the maximum flare of JOO, the pressures measured on the 7-foot-long parallel sections of wall, and at critical locations on the flaring walls, were satisfactory for all expected flow conditions.

Shape at Downstream Slot Corners--Air Model Preliminary tests using an early gate leaf design showed negative pres­ sures on the walls just downstream from the square slot corners (Figure 12). Attempts were made to reduce these negative pressures by providing outwardly offset slot corners, followed by long radius curves that returned the.passage width to that of the upstream frame (Figure 12B). Outward offsets at the slot corners of 1.5 and J.O inches, prototype, were testedo The curves from the slot corners to the parallel walls downstream were made with a JO-foot radius. This curved portion of wall extended vertically from the ceiling to the top of the restriction plates. The full square slot shape was used from the top of the plates down to the floor. A ledge was present at the top of each restriction plate (Figure 12A). Tests made using the final gate leaf design showed that the pressure conditions with the two offset slot designs were about the same as with the original square-shaped slot (Figure 12C). When the gate bottom was at or slightly below the ledge, negative pressures occurred above the ledge and on the slot corner just beneath the leaf bottom. These pres­ sures, which were calculated for the very minimum back pressure

13 conditions on the gate, were more negative than desired. They should nevertheless not be detrimental tor limited operation at minimum back pressures, and should be entirely satisfactory tor all operation at the greater back pressures that occur under normal operating conditions. There appeared to be no advantage in using the offset slot corners in place or the in line square ones, and the square ones are reconanended tor prototype use.

It is to be emphasized that a most important factor in these slot pres­ sures being satisfactory is that back pressure occurs on the gate. Pressure reductions in local areas are held above critical values by this back pressure, thus maintaining reasonable pressure values. Tunnel friction provides a great deal ot back pressure at large flows, and addi­ tional back pressure at all flows will normally be present due to ponding at Geehi. It it were not tor the back pressures expected to occur, these slot designs could not be used tor high velocity releases under submerged conditions.

Recommended Design--H.ydraulic Model Final Model

An eydraulic model incorporating the best features obtained through the previous air model studies was constructed on a 1:24 scale (Figure 13). The mocierately curved restriction plates were used. The conduit floor stepped vertically downward the equivalent or 12 inches a~ the down­ stream race ot the plates and then continued downward on a 45 ° slope to the short horizontal section at elevation 3503.25. The walls or the gate were 9 feet apart and parallel tor 7 feet beyond the gate slots. The walls then stepped outward 11-1/2 inches on each side and continued with outward flares until intersecting the 28-toot-diameter tunnel. nare angles or 30• and 18° relative to the conduit center line were investigated. The root ot the gate continued horizontally 7 feet trom the slots and then sloped upward. The gate slots were rectangular with the,upstream and downstream corners in line. The gate leaf incorporated the elliptical bottom, the enclosure boxes tor the roller trains, and a downstream seal. Piezometers were included in the model in areas likely to be critical so the pressure ex>nditions could be observed. These pressures were read with single leg water manometers and a mercury gage. In cases where the pressures were negative or fluctuating widely, the measurements were also Ede with a pressure cell and electronic recording equipment.

14 Ge.te Performance

The first tests were made with 30° side wall flares. All pressure con­ ditions were satisfactory at appropriate settings of' upstream and downstream heads.

Tests were then made with 18° flares because the lesser flare angle per­ mitted a more desirable construction with greater strength for resisting thrust loads on the leaf. The pressure conditions and flow stability were not as good as with 30° flares., but were nevertheless within reason­ able limits for even the most severe operating conditions. The 18° flares were thus found satisfactory for prototype use., and all subsequent tests were made with them.

The pressures obtained from the model are presented in two forms. The hx- ~ data were first converted into pressure factors., PF= Ht _ ~., where hx is pressure at the piezometers., ~ is the pressure head in the conduit downstream from the gate., and Ht is the total head at the reference station just upstream from the gate. The pressure factors for Island Bend gate are shown in Figure 14A. By using these pressure factors and the pressure conditions eJ!jpected to occur upstream and downstream f'rom the gate for the most severe operating condition (Island Bend full and Geehi empty)., the pressures at critical piezometers were CODQ?uted ( Figure 14A) • The tunnel pressures used in the calculations are shown in .Figure l5B. Tunnel pressures for more nearly normal operation with Geehi Pond full are shown in Figure l5A. With the latter operating con­ ditions., all pressures on the gate structure will be strongly positive. By use of the pressure factor data., individual pressures can be coDQ?uted for any desired operating condition. The coefficient of discharge tor various gate openings is shown in Figure 16. Prototype discharges may be estimated., when the upstream and downstream pressure heads are known., by using the nomograph in Figure 17.

Pressure cell records of' the most severely negative an.d/or the most fluctuating pressures (Figure 18) illustrate the most critical prototype conditions to be encountered if' the gate is throttled with Geehi Pond empty and Island Bend Reservoir full. The worst conditions occur at gate openings between 25 and 45 percent. The most critical locations were between the restriction plates on the vertical step in the floor (Piezometers 21 and 22) and on the walls downstream f'rom the plates (Piezometers 15 and 16). In cases of' small discharge where friction losses would be insufficient to maintain back pressure at Island Bend., it was assumed that Geehi control gate would be throttled to maintain the tunnel f'ull with a 30-f'oot back pressure above the Island Bend gate upstream center line (Figure 15B). It will be noted that at these most

15 severe operating conditions, the instantaneous pressures occasiona.lly and briefly extend downward into the cavitation range (Figure 18). The fact that these pressure excursions are brief, occur only under this unlikely operating condition, and are on areas where cavitation collapse is unlikely due to the flow patterns makes this problem relatively minor. As Geehi Pond fills, the back pressure at Island Bend increases and the head differentials across the gate drop. The operating conditions thus become progressively less severe as normal operating conditions are approached.

At gate openings below 25 percent, all pressures are steady and well positive and the gate performance is smooth at all applicable flow con­ ditions. At gate openings between 25 and 45 percent, random pressure fluctuations occur, apparently due to the discharging jet swinging erratically in the downstream passage. The fluctuations are most severe when Island Bend Reservoir is full and Geehi Pond is completely empty. This operating condition is, at best, only a remote· possibility, but if' it does occur, consideration should be given to operating the gate at openings either smal Jer than 25 percent or larger than 45 percent. As the back pressure rises, due to filling Geehi Pond, the pressure fluc­ tuations decrease rapidly. At gate openings larger than 45 percent, even with Geehi Pond eiqpty, the pressure fluctuations decrease, and good operation is e:x;pected. Hydraulic Down.pull

When flow occurs under the gate leaf, pressure head is converted into velocity head and the pressures on the leaf bottom become low relative to the pressures on the leaf top. This pressure difference, applied over the cross-sectional area of the leaf, produces a downward force which must be considered in designing the gate-lifting mechanisms, stems, and s\l)porting structures.

The downpull forces were determined by pressures measured with piezometers in the leaf bottom and in the gate bonnet. The averages of these pres­ sures were applied to appropriate areas on the leaf, and the overall approximate downpull was then computed. No measurements of stem loads were made because the model was not built to permit direct measurements. These direct measurements require a nearly frictionless suspension for the leaf within the gate body, a condition not easily obtained in a model of a very high head gate.

The pressures in the bonnet and on the bottom of the Island Bend gate leaf are shown in Figure 14A, Piezometers 44 through 59. These pres­ sures are for the severe condition of Island Bend ·Pond full and Geehi Pond_ enq>ty. The approximate maximum downpull, based on the difference between :the pressure acting downward on the top beam of the gate and .the

16 arithmetic average or the applicable pressures in each piezometer row acting upward on the lear bottom, and the areas arrected, is shown in Figure 19A. The greatest force occurs at about a 60 percent gate opening and reaches 442,000 pounds. Tests were also made with the restriction plates removed from the body and with the severest head conditions that would apply to the Eucumbene gate. This test was made to determine the forces to be expected if emergency or other closures are made with the Eucumbene gate. The very different discharge characteristics or 1he design without restriction plates produced a very different downpu.11 curve (Figure 19B). Rela­ tively low pressures, considering the submergence due to Lake Eucumbene (Figure 14B), occurred on the leaf bottom across the entire passage to produce the maximum downpu.11 of 429,000 pounds at about a 22 percent gate opening. The pressures at the gate slots had an important effect on the curve, being strongly positive at 10 percent and smaller open­ ings and decreasing rapidly as the gate was opened from 10 to 20 percent. At larger openings, with attendant tunnel back pressure increases and hence differential head decreases, the downpu.11 progressively decreased. Pressure factors and discharge coefficients for the above operation are given in Figure 14B. A last series of downpull tests was made with the restriction plates ·removed and with tree discharge conditions downstream from the gate. This approximates the conditions that would possibly occur during early filling operations in the Eucumbene-Island Bend Tunnel. With an upstream head of 410 feet, cavitation pressures occurred on the leaf bottom at gate openings of 40 percent or more (Figure 14C). The maximum do'¥llpull occurred at about a 52 percent gate opening and reached 1,015,000 pounds (Figure 19C). The downpu.11 computations were made using -JO feet for all pressures indicated within the cavitation range. The pressure data and discharge coefficients for the tree discharge operating condition are presented dimensionlessly in Figure 14C. These data, like the other pressure factor data, may be used tor a wide range of pressure conditions. It is therefore usable for other operating con­ ditions on this structure and tor other structures that are geometri­ cally similar. Stainless Steel Liner Plates The severe operating conditions on the Island Bend gate, and the tact that it is extremely difficult and expensive to reach for maintenance purposes, make it mandatory to provide smooth, well alined, corrosion­ and erosion-resistant surfaces wherever high velocity flows will occur in the gate. Typical surfaces in need or special care are round on the

17 · parallel, 7-f'oot-long walls downstream from the gate slots and on the restriction plates where the downstream gate seal makes contact. It is believed that carefully placed, firmly supported, and accurately alined heavy stainless steel plates will provide the best possible and longest­ lived surfaces for these critical areas. Such plates are therefore provided 1n the design of the prototype gate (Figure 21).

Measuring Station for.Downstream Tunnel Pressure

The rate of' discharge through the gate will depend not only upon the elevation of' Island Bend Pond and the gate opening but also upon the head, or back pressure, in the 28-foot-dia.meter tunnel downstream. To measure this head, a float well is provided and is connected to the 28-foot-diameter tunnel at a point 100 feet downstream from the Island Bend gate (Figure 4). This distance allows reasonable redistribution of' f'low downstream from the gate and is far enough upstream from the contraction to the 16-f'oot tunnel to avoid interference. The opening into the tunnel is placed on the horizontal center line instead of the vertical one to avoid any accumulations of' separated air.

18 REFERENCES

1. Schuster, J. C. , "Hydraulic Model Studies of the Eucumbene-Tumut Tunnel Junction Shaft for the Australian Snowy Mountains Hydro­ Electric Authority," Bureau of Reclamation Report No. Hyd-392, August 31, 1954

2. Rouse, Hunter, "Cavitation in the Mixing Zone of a Submerged Jet," La Houille Blanche, January-February 1953, pp 9-19

3. Ball, J. W., "Cavitation Characteristics of Gate Valves and Globe Valves Used as Flow ReguJ.ators Under Heads up to About 125 Feet, 11 Transactions ASME, August 1957, pp 1275-1283

4. Simmons, w. P., Jr., "Models Primarily Dependent on the Reynolds Number," a paper presented at the ASCE, Washington, D. C. Convention, October 1959

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K-K

breaks

V11nt

,,

/

,o

SIMILAR

-

holes

3910

l.;

Lon91tudmot

m J·J

0,

ii

excovot10,,,n

at

highest

---ti_

~

SECTION

bars

6

C-C

1

010

P,pe

grout

vent

....

~i~ ,,o

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,.

,

..

or

or

pipe

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mortar,

holes

SNOWY

locate

Dia.

tor

ptocmg

as

float-wet/

RIVER

dtrecf(l(j

backf1ff

teed

PLAN

p1pq

S"'"'

Eucumbtme

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OF

,i

21739

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Snowy

WORKS

SECTION

','-1SLAND

SCALE

Tunn121

'•(

-

OF

~

___

BENO

FEET

- - - - -

_f_

Vent

D·D

'

POND

-Apes

y or

holes

-

>t-

mortar,

TronsJt,on

/

Tunnel

or

=::i.l-.:-~

ot

.,2'

dri//(l(f

\

rmgs

at

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highest

locate

--

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at

30°

-

.....i'..QQ..Q.' hates

•

•

as

6°9rout

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breaks --·

,Q

8

1800

as

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directed

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1

_

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"°

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placmg

holes m

Geeh, ___

alternate

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spaced

ground

bockftll

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------t

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,,'

UNLESS

REQUIRED

PRESSURE

SECTION

SECTIONS

~

I

grout I

I I

SECTION

--l

r

I I

I

l

--,__.

-

OTHERWISE

H-H

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ABOVE GROUTING

f

AND

SIMILAR

SECTION

--

·--·

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End G-G

included

Limit

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3575

mcludfld

NOT

SIMILAR

EXCEPT

of

010

of

------

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~/20'.J

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j

construction

Bulkhriad

Rr.2criss

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thrs

f

Steel J,

.Ttmber in

fi)l2"

B-8

contract

this

-

Hoops

.,,,.--

Structurr.2

£

for

1350228'

tunnril

bulkheod- gatri

contract)

bulkhead

l9'd,a

fi)

12•

-

£/380JS-

_j-

1

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pipe-­

30 c1,rcular

--

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VENT

E/351025,

SECTION

tunnel

Floor-well

rockfrll',

{@

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OPENING

gate.

'.

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SCALE

Square

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pipe

ground

SECTION

~~~~00

FEET

Tunnel

Gatri pipe

Control

m

surrocri

Shaft

Structurfi

(

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A·A

El

3934

22~0,,,~~

5

Concrr.2te

EUCUMBENE

'··16:0• All Coordmotes El Lap

EUCUMBENE TUNNEL

ISLAND

INTAKE

C1-!IEF

l8·8·59

per

COOMA

------~------1DA_L,_A_':!_su8MITTEO-~-E

refers

grouted

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bars

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square

ENGINE

U.S.8.R.

SNOWY

1-!YOAO

SNOWY

Dia

:+:Ill

N.S.W d11s1gn

45

STRUCTURE

to JUNCTfON

BEND

AUTHORITY

circular

EA

....

shown

elevation

diameters

of

ALIGNMENT

REFERENCE mch

---Vent

;:.;::._

-

CIVIL

CONTROL

MOUNTAIN$ -cOMMlsSIONE_A

-

ISLAND

ELECTRIC SNOWY

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shafts

based

MOUNTAINS

Eucumbenr.2-Snowy

EUCUMBENE-SNOWY

GENERAL

CONTROL

·,22:0•

DESIGNlSC

refer

tunnel

E/393500

Removed

of

Addqd

•

pipe

______

Dia

above

Revised

on

______

't.

---t6s!o"-

and

where

Island

Eucumbene

TUNNEL~

Gate

a

to

STRUCTURE -

NOTES

compresswe

_

PROFILE tunnels

the

Floer

SEA

--

standard

STRUCTURE.

lopped

Shaft

AUSTRALIA Min.

Bend

-

layout

HYDRO·ELECTRIC

I

Snowy

BEND

~I( DENVER

TA

ARRANGEMENT

Op Wfl/1

.PJ:>~~

_J~"4-APPAOVEOtH1[(¥t,_~~~EJ«f!NEEF(_~

A.EM

REPORT___!:iYD.

befow

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Control

DRAWINGS

$1)/icflS

and

DEPARTMENT

WS

&

Mountams

______

datum

CO..OAAOOOCTl6

BUREAU

_QECOMMENOEO.~_N_J_E_AJI_E_l,_L

strength

and -

SECTIONS

Eucum~M

To

;

El

arr.2

______

-t

FIGURE

Changed WORKS Structure

--..l..j

PROJECT

UNITED

F/ocr-',Ye/1

Eucumbene

3575

~lc5

~\] 21i ~I~

used

r-- I I

I? I., OF I~ I

I I / I

I

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of

areo

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RECLAMATION ~

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to

2500

STATES

AUTHORITY \

control

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THE

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PU INTERIOR

prr.2ssure

pounds

4

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1

system

structures;

-

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-

462 9-1217

9-1209

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SECTION

-"';,~<,~

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A-A

RUBBER

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entw~ 00

3923

pay

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screen

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,

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00

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notshown--

seat

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1

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PLAN

15"-

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All

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provide

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see CH,Ei ~

·,.

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deta

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or1e-w:se SECTION

~ ~- ENGi'NEEii,-~1v-1L

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HYORO·ELECTR,C

ls design

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rock

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or

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AUTHORITY 7,,.

5~5"

Arra.,gement elev:i.'ian

diameters

GArE

9

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gote,

\

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of

me•o1

.'

MOUNTAINS ~-"I

·1

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of

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based

":!,._,

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INTAKE

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co

snown,ploce distance

concrete •

OF

shall

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gate

.. ><:_..:

STORAGE

0E-s1G_N_6_

't"--+-~

0 1,1,ss,ONE"

wo1-1<:, , !

------~-,,,

-

abave

on

FEET ADAMINA8Y-SN0WY

PLAN

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,

where

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seat, ISLAND -t

laat E-E

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guides,

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nearest

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HYDRO-ELECTRJ_C

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\

AUSTRAL q

AND

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y

OH-IVER.co.o"AOO OP ""'-15" T"

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,

STRUCTURE

BEND

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af

funless

datum ·

GOB

O&N

::i

REPORT

/

strengr"I reinforcement

concrete

/,!';"

and

()''19

/

Works, SECTIONS

DEPAR-PM'.NT

and

I A I

BUREAU

SUBN.TTEO

"ECONNENOco0d.

are embedmen's.

su

WORKS

see

'l

f'

otherwise

storage

//

FIGURE

PROJECT

lhat

'

see •

UNl"ft.lJ

used

oA-9-'444 af

placed

.

ucr

OF 25oopaunds

OA-9-/208.

the

is

OF

,fS.,958

AECLAMAT ~e.~. supparts,

Wl.A-.L-.£..._

HYD. clear

STAT

agoms' shown l

THE

AUTHORITY

see _, _Con~roction

:i

. :~

etcept ~~@12''

r

~.

E:.S

rnstallo'·on

distance OA-9-1209 pint INTERIOR

~

o_

~

5

per

;J

ION

462

A

- FIGURE 6 REPORT HYO. 462

D: 400 Ill ;I- , I I&. 0 I- 300 I MAX. ELEV. Ill ISLAND BENO Ill 3920------o/ / I&. I 1/1 200 I / 9 II' ,

Q C / / Ill :z: / //" ;;l 100 z MAXIMUM ~ 0 20.53 • 1010 -· ~ V j:: ~MINIMUM HL= ~ ~ 14. 98 x 02 a: 0 ,o-• I&. 0 1000 2000 3000 4000 RATE OF FLOW - CUBIC FEET PER SECOND

A. EUCUMBENE - SNOWY TUNNEL

500 3950 I Ill I 1- a: .., MAXIMUM ELEV. ISLAND :~ I- BENO "' POND 3920·········· -J a• -­ ; 400 / 31i50 z"' , , 1111&. I&. mo 0 I / a_. 1- z.., 111 / C> Ill ~v / -'Ill I&. 300 3750 !!?-' I / 1/1 @.~ 1/1 / V -':I! g 111- V >Z Q C 200 I/ / 3650 ~i Ill :z: MAXIMUM HL = 12.58 X 10-s~;, /" ~~ ... / ca C a:z z -• c:io 0 41NIMUM HLiz 9.18x 10 Q. j:: 100 J>-: 3550 !:?~ c.) V -':Z: a: / :::1111 I&. v CIII a: Ill Q ~ b::::== ~--- >- 0 3450 :Z: 0 1000 2000 3000 4000 5000 6000 7000 RATE OF FLOW - CUBIC FEET PER SECOND

8. SNOWY - GEEHI TUNNEL

FRICTION FACTORS -MANNING EQUATION MAXIMUM LOSS CONDITIONS n = .029 for 70'1. of tunnel - rock with lined invert D = 21.11' n = .014 for 30'1. of tunnel-concrete lined D = 20.s'

MINIMUM LOSS CONDITIONS n=.025 & n=.011

Note: Tunnel sizes from 0wg. DT-J-11

ISLAND BEND CONTROL GATE COMPUTED TUNNEL FRICTION LOSSES, AND HYDRAULIC GRADES AT ISLAND BENO GATE

613 FIGURE 7 REPORT HYD. 462

,-control gate I" I I" fl4 , 5' ' I ------2L34 ----,., :<------10-19 --..,._ ___ .., } "II 'I I !I I ' I "l: __!!:Q!__> : II '

'--centrifugal fan powered by 20 h.p. motor

A. GENERAL ARRANGEMENT

/Sheet metal

GATE LEAF-- ~ ----r I I Sheet meta Is;- ' 'I T-..p:zz:z:ijzz:zz:zzza==z:z:zzz:zzza==z:z:zz:zzzz:zzz:a~,ql 'I ---T I A I 'I ! ~- I I \!-Transparent I I I plastic walls, I I I ...'· FLOW c;,' I i5 l ------., ::: I c+---JE::"--- ' =o "'d --'-,--+---'-"' T ----- =' : ------16.13" ~---- -2.77-11 ------e.125! ____ _ "'.,.: ! ------T i_-jz:z:zzz,az:zzzzzzzzzz:zz:z:zz:zzzzz:z:z:cc=:,=====:i:!l:z.:;czz:z;,~I ' ' ':I : I I MATERIALS: ~;z,:z,~11!,.,..--....1,----Y- Wood, sheet metal 1 and transparent plasric

B. DETAIL OF GATE SECTION

ISLAND BEND CONTROL GATE 1:19-2 SCALE AIR MODEL

ors FIGURE 8 REPORT HYO. 462

. .... 1 11 1 ( ------20' d' \ Ir ···------12-s------··----T-12-.-""1 , .. i···------.. --- 16 0 • \ ------·>-l ··------~1 ; i

···---Model gate ····-14" I.D. Pipe ··-----12" Valve I 2" L.W. Pipe_)

'--a" Valve

Laboratory reservoir-..,

ELEVATION A. GENERAL ARRANGEMENT

r' ------13.38" ------~

Gate 4.5" wide x a.o" high ... _ - -- 1 1 ------2.22~- ----3.45'. ------.,{ \. ------FLOW~ <.:r ransparent / ( walls-----< __j_ ---+-_,__.- =6I \ f ~------+------/--;]

a

SECTIONAL ELEVATION 8. DETAIL OF TEST SECTION

ISLAND BEND CONTROL GATE 1:24 SCALE HYDRAULIC MODEL

613

- - FIGURE 9 REPORT HYD. 462

-<7C ------T : -·--1- D .';' r------1' ·'~ \ _f 7 -! 1------1 \ er _·::\J.\ : I ______y_ I I

SECTION D-D ELEVATION ' Blocks inserted to reduce conduit width downstreom from gate/' SECTION C-C A. TYPICAL INSTALLATION

•1 •2 #3 -+-l'----r------~-----1,1'1---;--<7 X y X y X y -r---- 0.00 Q960, 0 I.OD QO 1.25 : r-_- ~------l A 0,25 ...... QSO 0.999 0.50 1.246 : : f ....:,--...._ -----x t ...... , 1.00 0.995 I.DO 1.254 --- - I 1.0 Q"""' 1.50 0.9751 2.00 1.184 -- ._J .•1.: ! ,.. Q8316 2.00 0.916! 3.00 1.097 1.75 0.7799 ...... 4.00 0.960 3 - ~!--1-+ : .... L;,-~... ~,,,~-=~=: =;:'::::~-:C~:\:-:-=~=-:-=:=~=~==~:l:::C==--==-~=f*~==__:-_:=-_- ---~-=, _____ tI I : 2.00 D.7157 3.00 O.B00 4.50 0.868 H 2.25 Q6351 3,50 0.7141 5.00 0.750 \ _[ __ - .f: ...... 4.00 n~ 5,50 0.594 _y___ ----r-----+-- 2.75 0.383 4.25 ...... 5.75 0.490 -T 2.90 D.24!111 4.50 D_..., 6.00 Q350 3.00 0 4.75 0.3122 6.125 '-=87 I ' 4.875 i>.2222 6.18 0.1864 ______)'. 5.00 0 6.25 0

ELLIPSE COORDINATES IFEET) TRAPEZOIDAL ·SECTIONS ------12°-0' ------I--

PLAN

B. TRAPEZOIDAL BELLMOUTH SECTIONS ELLIPSE PLANES INDICATED THUS-#2

"1 X y 7 o.o 1.25 -:J. t: 0.50 1.246 T- 1.00 1.234 -! I ~~ __ 'I .!.£~- -t+------t---- .t ! 3.00 1.097 1 -.:.. ------7 ., r i I r ' 4.00 ~ r 0.960 J ___ _ _, : .... 0.868 .. s.oo 0.100 ..~~ I ... I 5.50 I ' ..... -.. 5.75 0.490 u 6.00 • ...o ______i " 6.125 0.2All1 "', I 6.18 0.1864 ... _t__.______.....__ ' ' ~___!!_

------12°-0" ------+--- ' r ELLIPSE COORDINATES (FEET) • ~--- 31 -11'!.---+f PLAN END VIEW B-B C. RECTANGULAR BELLMOUTH SECTIONS ELLIPSE PLANES INDICATED THUS - #I

Note: Dimensions in feet, Prototype

ISLAND BEND CONTROL GATE CORNER FILLERS FOR NARROWING GATE BODY I: 19,2 SCALE, AIR MOOEL ., FIGURE 10 REPORT HYO. 462 -<7B

·----Gate leaf

SECTION A-A

ELEVATION A. TYPICAL INSTALLATION SECTION B-B

-9-5½ 11 (First test only)--- I _.. ------9'-o"------, 1.....-f'--......

COORDINATES t t

C. CURVED RESTRICTION PLATES 8. STRAIGHT RESTRICTION PLATES

,Leaf seal at face~ . , · of restriction Restriction plate plate face)

FLow..., Bottom seal-----· '·Restriction plate face

E, CROSS SECTION OF PLATE /s,11 Gap------..- Bat~ seal ______•. A 3¼ Gap-- .. ______, '!Y.%'i."•' :~·-:·· "O."o":."~·· ·,. ···/.: .. ~ 0. INITIAL LEAF AND BOTTOM SEALS . ,'.:;',.

F. FINAL LEAF, AND BOTTOM SEALS

Note: Dimensions in feet, Prototype

ISLAND BEND CONTROL GATE RESTRICTION PLATES FOR NARROWING GATE BODY 1:19.2 SCALE, AIR MODEL FIGURE II REPORT HYO. 462

A 17 ------13.0°------

_.-Restriction plotes Start of 28' Dia. tunnel-1 --·· -...,

ELEVATION SECTION A-A

A. FLOOR ALINEMENTS- HORIZONTAL DESIGNS

-+-----,r,>7?V:),,7,,r------1'------,------;-<_i

LeoL /,--Restriction plotes

Start of 28' Dia. ,( 12-inch step recommended) tunnel-:

ELEVATION SECTION A-A

8. FLOOR ALINEMENTS - SLOPING DESIGNS

Start, of of 28 Dia tunnel,

45• Sloped floor--r- _--->­ ---++-,-- f r·· Flore angles of -10°, 0°, 10°, '-,Restriction 20°. 8 30• to"-: plates

PLAN SECTION A-A I ROTATED)

C. WALL ALINEMENTS

Note: Dimensions in feet, Prototype

ISLAND BEND CONTROL GATE FLOOR AND WALL ALINEMENTS FROM GATE LEAF TO 28- FEET DIAMETER CONDUIT ... 1: 19.2 SCALE, AIR MODEL FIGURE 12 REPORT HYD. 462

' 3' -~ t"'--:.----Piezometer ;@/:1/,1'~ r//0:1//,01/',W,0,

~/7//// .17.7//h~ NO OFFSET - SQUARE OORNER " 1 t-t- - - -3.~ - ->1 I< --32.9 -->I I ~--~s·~->-1 ! : l-<-19a~ : I I >i 1 3 I I I I x-L~~~-®'®' I'®

_;::::- ~~ ~-~~ / ~~

____,=-~-~ 3.0" PROTOTYPE OFFSET

~------Row I piez's.. 1'.. above ledge (6°-1' above floor) ...------Row 2 piez's. 11' -2' above floor. 5' high plates =37.5'X. gate opening. 8. SLOT SHAPES TESTED

A. OFFSET SLOT CORNER ABOVE RESTRICTION PLATES

GATE OPENING SLOT PIEZ. 32.5 'X. 37.5'X. 40'X. 45'1, 72.5'X. SHAPE NO. 80'1, IOO'X. ROWI ROW2 ROW I ROW2 ROW I ROW2 ROW I ROW2 ROWI ROW2 ROWI ROW2 ROW I ROW2

I -12 -14 7 16 36 37 56 69 205 -18 100 280 257 NO 2

OFFSET 3 4

I -12 -14 7 16 36 37 62 69 205 -18 280 257 1.5" 2 -7 -14 16 16 38 32 83 69 196 122 270 267 OFFSET 3 -9 -14 16 16 36 37 83 67 189 124 265 267 4 -9 -14 16 16 36 37 83 65 185 125 261 267 I -9 -14 14 18 18 39 68 76 201 19 267 261 3a0 11 2 -9 -14 20 16 36 37 76 65 187 126 264 266

OFFSET 3 -9 -14 16 16 36 37 76 65 189 124 264 266 4 -9 -14 16 16 34 37 76 65 187 126 264 266

C. PIEZOMETRIC PRESSURES - FEET OF WATER, PROTOTYPE, INCLUDING MINIMUM BACK PRESSURE (Tests Made With EI liptical Bottom on Gate Leef)

Note: Dato from 1:19.2 scole, air model

ISLAND BEND CONTROL GATE GATE SLOT DESIGNS AND PRESSURES

61 FIGURE 13 REPORT HYO 462

7 60" - --12½" 6 75" 514"

Leaf bottom curve shoped to represent prototype ellipse; -- 2 22" 0 0 x' Y2 m~~~2 t (!06)' = I 1 --- .l' ~ ,,! <3: 7.30" "-i J ~o PLAN "' : Bross Plate -<-,E -----,--,-.-L1ft1ng stems Ii Rubber seol

:;,: :;,: 'l! ------I 0 I

' PLAN AND SECTION I I ' ' ! ' J, '? 1------4------(30' also tested I ! ----i i- ~~"' ------

4.5"x so" GATE LEAF Control - 13.38" --~ SIDE WALL Gate PIEZON!ETER LOCATIONS J ----i- b C'> 42 (0~ £) J 43(25" F'IOM it f~1 J, < -Tronsporent plastic f ~_,):s walls c:::, ,,, - ,- ,-,-0.22" ~ ii! { ,r~ - -3.00" r SECTION - - 4 5 - -- f •33R .._34R < 0 -~ < 0 0 FLOW ~ -< 0 A - "~ _ EL3518 25_:_:_-,___ _ -0 -..,_;_R_-t,L, 0 38R

r i ~' __ "' _ E13_51_6 5()_: "- ___ --,A ---1--- +0.22" o-r 'j' .36~ i \J"'o· f *-37R 1', -2 oo"--~ -~---L I

! 16 Go. Sheet Metal -· ..:, f VIEW FROM DOWNSTREAM ;;. i:'.J ~r,Z..

+.- g ~ 26 --. 25 !' --025" ·---~ - Inch d,ameter tubing

Reference piezometer in 8 oo" conduit ~' _L 8.oo" upstream from transition inlet 16 Go Sheet Metal SECTION C-C Downstreamp1ezometer 1n 14.00" D!a. ~ SECTION B-B conduit !4'-o" from conduit entrance SECTIONAL ELEVATION RESTRICTION PLATE DETAILS

-

OP~Z.

OP~z.

OP~EZ.

O~Z.

100%

100%

100%

100%

90

80

60 70

40

20

50

30

40

80 10

90

60

90

BO

70 50

20

10

30

30

70 50 60

40

20

70

80 10 90

50

40

5

60

20

5

10

30

5

5

-1.020

-.627

-.041

-1.638

-.288

-.142

259

20I

-.446

-.186

-072 174

-.027

-003

-.775

-.556

-.234

212

-.078 -.048

-.250

-.217

-.169 -122 Ill

-.034

20 29

360

32

388

366

369

351 327 303

258

15

221

169

158

4

I

I

I

I

-.434

-.691

-.822

-.261

-.083

.1 -.016 -.016 -.008 -.008 -.008

.4 -.137 -.140

-.034

-.437

-.097

-.992 -.671

-.587 7 292 275

-.811

-.263 232

-034

-.128

-.065 166 148

-.218

-023

374

6 369 366 5 362 352

388

24

4 352 349 2 329 329

3 99 93 32

27

307

262 224

7 17 17

172 160

2

0 0

3 4 3 2

2

3 2

B.

-.221

-.596

-082

-.034

-.349

-.413

-.238

265

-.065

-789

194

-.788

I

- -.023.

-.553 -.334 -.210

-.132 -.100

377

-.216

307

260 33 224

172 388 24 7 27 27

160

52

3

3

036

GATE

-.169 -.258 -.323

-.212

-.081

-.Ql8

-.337

-.143

-.032

-.008

-.870

273

-767

296

2 227 228

-.019 105

-.661

-.686

-.492

-.264

-033

165

-.060

-.119 -089

23

31

388

375 6 367 366 356

4

328 326 308 18

263 224

161

173

0

7

7

-.243

-.288

-.02(1

-,070

-.008

-.329

-.208

-.141

.3 -.034 -.034

-.295

290 270 -1,078

173

-.674

106

-.638 -.507

-.015

-.884

-.651

-.080

-.055

-.610

-.028

27

23

32

389 375

332

356

6 264 264

259

2 225 225

18 271

174

162

4

6 8 7 6 5

6 8 9 8 7 6 5

WITHOUT

8

8

-.392 -.371

-.072

-.361

-.281

-.131

-008

-.194

-.020

278

-.670

223 -083

-.016

110

-.390 263

-.436 -.375-.436 -.292

-.438 -108

-.056

-.730

-.028

175

390

364 23

378 373

7 5 23 25 27 343

35

309

7 173 174 162

314

18

4

9

9 PRESSURES

-.240

-.328

-.087

-.014

-.290

-.026

-.528

-.656

-.146

-.01

-.648

-.601

-.059

-.230

-.119

-.020

.6 -.237 -.267 291 267

-.085

-

-.214

202

Ill

390 380

7 375 374

366

87

349

308

263 -2

20 6 28 26

2 327 329

6 161 161

224 30

10

10

032

I

-.273 -.273 -.277 -.273 -.273 -.245

-.060

-.021

-.149 -.120

+.018

-.113

-.006

-.204

.9 -.938 -.696

-.239

-.060

-.032 -.020

-.539

-.244 -.116

-.352

-.086

288

243

198

274

389 8 368 382 127

366 350

41

308

263 225

22

173

RESTRICTION

II

9 8

II

Island

-.245

-.149

-.007

+.018

-.201

-.118 -.096

.2 -.021 -.021

-.058

-1.249

-.366 288 7 274 274

-141 -.039

+.032 +.04!

-.691

-.332 -.496 -.332 243

198 128

-.366

-.224

6 46 46 386

22

28

9 287 298

44

366

361 344

256

3 24 23

228

321

187

4 45 44 177

9

-.214

-.060 -.064

+.017

-.247

-.159

-.095

-.120

-.010 -1.382

(

+

-.550

-.044

-.969

287

-.348

-.885

-.213

-.555

385

+.083

241

196 6 370 365 2 127 127

354

360

334

246

26

310

10

227

22

199 197

45

Bend

10

Approximating

.127

8

-.247

-.024

+.017 -.270

-.215 -.159 -.120 -.094

-.QI

-1.119

-.357

7 272 274 241

8 285 288

-.602

196 +.129

-.865

-.121

+.378 +.514

-.599 -.520 -.319

394 47

6 26 26 24 PRESSURE

361

352 332 309

289

21

258

268

293 46

II

5 283 258

II

Res.

5 7

46

I

-.067

-.270

-.310

-.244 -.186

-.025 -.012

-.138 -095

+.017

-.630

-.480

-.495

-.521 -.555

-.271 -.031

+.270

-.278

3 243 238

+.781

+.555

191

395 382 123 367

47

355

334

294

24

47 EI. 21

309 271 12

359 12

311

47

PLATES

3920

-.259 -.256 -.259

-.060

+.001

-.247

-.159

-.021

-.198

-.118 -084

-028

-1.040

289

274

128

-.027 +.543

196

+.082

+.510

-.099

+.052 +.238 385

403

387 +.89E

.8 -.354 -.088

+.740

7 359 374 357 Eucumbene 338

30

324

325 50

48

308

332 15

22

13

387

5 16 15

48

8

FACTORS

-.221

-.022

-.178 -.144 -.102 -.074 -.044

-.028

-1.317

289

198

-.735

277

-'.254 246 -.149

132 +.015 -.938

-.404

-.069

+.005

-.410

386

342

295 53

366

364

14 32\J

255 2 226 223 16

30 22

49

170

I

13

49

0

Bl

-

Lake

+

+1.005

+1.032

+.855

+1.015

+.692

.0 +.799 +.807

.6 +.739 +.766

.4 +.977 +.948 +.954

6 360 364 375

-1.416

380

414

363

361

361

-951 403

381 -.053

407

-.564

-.181

+.118

-.893 -.555

386 364 360

+.073 354

-.492 -.348

3 329 334

250

287

17

50

197

195 .796

311

7 8 19 18 17

DOWNSTREAM

50

Gate)

E

+I.OIi

+1.029

+1.017

+.974

+.693

-1.236

+.86!

.3 +.756 +.632

-.388

-.167

-.929 362 -.641 363 -.655

405 +.481 408

360

391

+.340

-.560 -.362 364

388

+.087

ucum

413

9 392 393 368

359

351

306

285

252 18 259

251

285

51

51

+1.006 +1.016

+1.024

+.972

+.826

+.843 +.902

+.981 +.973

372

376

-!149 407

-.516 373 377

-.529 bene

-.567

389 392 387

403

-.643

-.490

-.039

-.276

+.78

411

+.261

+.555

382 367

355 334

19

293 309 270 281

359

52

311

52

I

+l.013

+l.008

+1.014 +1.026

+.872

+.912

+.985

+.848

+.894

+.939

-1053

379

-.083 380

+.197

407

+.522 380

379 - 381

400

412 20

+.046

392

+.472

403

-.170

384

EI. 386 406 +.896

-.154

+.749

354

371

302 20

334

354

387

323

319

53

53

001

3663

-.001

-.302

-.213

-.050

-.040

-.203

-.169

-.121

-.019

-.151

-.833

+.427

-.225 .0 -.087 -.005

+.083

+.156

+.015 +.224

.9 +.733 +.593 .6 +.708 +.565

+.147

285 7 20 278 270 278 247

120

187

8 387 387

388

384

369 5 358 355

306

30

378

21

23

321

21

38 306

15

12

318

54

311

54

TUNNEL

-.324

-.294 -.240

-.092

-.001 -.031

-.174 -.150

-.039

-.203

-.505

-.877

+.113

+.353

284

+.014

188

114

238 +.206

+473

+.582

382

22

8 372 382 375

-4

6 355 368

340

30

355

350

29

22 338

341

16

18

5 56 55

PRESSURES

55

-.003

-.223 -.203

-.115

-.162

-.024

-.037

-.087 -.058

-.008

-.811

-.799

292

248

+.807

-.469 -.485 -.469

-.150

203

135

-.237

-034

+.571

+.128

+.770

+.333

27

376

23

388

58

366

29

342

346

331 321 23

16

365

21

359

56

-.215

-.193

-.107

-.015 -.005 -.OIi -037

-.154

-.049

-.077

9 292 293

249

280

3 139 138

-.604

A.

-.850

205

+.769

24 -.293 -.261 -.210

+.187

+.050

+.474

.9 +.913 +.890

380

387

28

349 364

24

61

371 6 24 26

330

319 314 358

386 25

301

57

16

57

FULL

-Island

-.220

-.072

-.188

-.012

-.018

-.149

-.103

-.046

-.009

ISLAND

280

249

-.969 -.027 -.232

-.440

-.189

205

+.032 +.365

25

-.244

+.767

-.426

27

62

385 26 9 392 392

367

25

.045 7 397 378

279

341

296 358

300

392

314

13

58

8 59 58

AVERAGE

-.OIi

-.214 -.188

-.107

-.018 -.045

-.071

-.OIi

-.147

-046

+.462

-.982

293 280

+.730

139

250

+930

+.010

+.664 +.701

+.901

205

+.905

+.829 +.848

385

6 27 26

397

398

62

26 26 24

394 396 392

26

389

395

396

59

13

Bend

-079

-.221 -

-.513 -619

-.315

-.146

-.OIi -.013

-.028

+.211

292

+.392

204

+.872

+.607 267

+.814

+.951

117

+.764

+.961 +.984

+.998

+.997

403

REF.

400 25

20 26

401

403

407

401

27 403

407 30

81

409

REF.

412

411

324

ISLAND

BEND

I

Res.

-.237 -.254

-.051

-.154 -.127

-.094

-.018

-.023

-.01

-.121

291

127

STREAM

274 249

201

8 29 28

47

26

22

23

8 29 28

DOWN-

COE

I II II

EI.

DISCH.

0.875

0.382

0.043

0.725 0.602 1.238 0.491

0.277

1.087

0.177

0.085

399

392 3 375

344

362

275

319

235

180

166

PRESSURES

85

I

FF.

3920

I:

-.272

-.246

-.018

-.158 -.129 -.094

-024

-.OIi

-.188

-.051

2

288

245

196

12

GATE

47

24

26

21

24

74

I

5

PRESSURE

-.315

-.015

-.252

-.135

-.223

-.171

-.061 -027

-.017

-.120

SCALE

284 274 240

194

124

24

30

30

39

0 20 20

4 20 24

BEND

8

-DOWNSTREAM

Geehi

-.053

-.028

-.246 -.233

-.135

-.178

-.100

-.027 -.002

.7 -19 -.122 -.129 -.075

290

7 258 276

246 200

132

32

29

53

32

II

OP~EZ.

OP~Z-

HYDRAULIC

FACTORS

Pond

-.556 -.414

-003

-.467 -.341 -.226

-,070 -041 -022

265

165

102

210

22 29 33

35

AND

33

15

4 4

100%

CONTROL

100%

80

90

70 60 50

40

30

20

10

70

80 90

60 50

40

10

20

30

6

6

-.348

-.292

-.151

-042

-.003

Empty

-.264

-.072

-.024

-.221

120

282

270 235 I

34

29

38

34

21

15

86

PRESSURE

-.293

.3 -.100 -.137 -.112

-034

-.254

-.182

-.064

-.016 -.012

-.212

-.779 -.

286 274

-.584

FLOW

123

242

192

-54

-37

35

24

26

41

-17

35

18

NO

6

2

2

83

MODEL

.5 -.250 -.250 .2 -.223 -.223

-040

-.183

-.133

-.022

-.073

-.021 -.006 -.005 -.006

-.795

290

-.590 -.805

276

-.825

4 245 245 200

132

-40

36

-65

-22

2 2 26 22 22

36

22 28

54

15

TUNNEL

-7

No

7

30°

7

No

on

on

-.183

-.067

-.020

-.023

-.141

-.037

-.097

Minimum

290

276

GATE

Flow

-.574 -.788

199 133

-.768 -.756 -.768 -.835

Flow

37

-58

-33

8 24 28

23

37

55

surfaces

-II

16

surfaces

-II

9 8

8

C.

FACTORS

-.338 -.359

-.228

-.113

-.031 -.015 -.012

.4 -.499 -.242

-.158

-.063

264

283

-.556

-.830

238

-.754

184

118

-44

-26

38

41

38

-6

-9

19

7

9

GATE

Bock

FULL

-.121

-.550

-048

-.321 -.213 -.155 -.082

-036

-.OIO

300

.1 -.785 -.815

246

105 .2 -.505 -.528 -.691

206

168

-.742

39

6 26 26

-14

27

-18

39

17

-3

12

0

10

10

0

PRESSURES-Island

Pressure

-.285

-.495

-.035

-.249

-.188 -.139 -065 -048

-.OIi

-.181

270

280

237

-.641 -.715

174

40

40

33

Ill

-5

17

12

4 6

II

II

9 9

2

II

WITHOUT

-.391 -.325

-.274

-.118 .7 -.026 -.072

-.035

-.233

-050

-.01

-.174

-.742

-.500 -.668

278

183

267 234

114

-.809

41

39

6 25 26

41

-3

17

-9

12

4 17 14

0

4 17 14

I

-.330 -.208 -.330 -.240

-.117

-.037

-.136 -.201

-.052

-.046

-.013

.5 -.664 -.554

-.370

-.429

275

-410 277

-.346

189

-.357

251

128

-.377

-.295

-25

-.213 -.IOI .3 -.988 -.036

42

200

227 42 246 163 277

153

368

317 60

395

89

21

6 16 16

13

-.155

-.229 -.198

-.079

-037

-.013

-.127 -.085

-.051

293 276

-1.001

197

243

-1.000

126

-.647

43

-54

-.777

-37 -.703 -.930

-.995 -70

2 -70 -26

-.987

-.991

43

25

50

44

-17

-12

43

44

II 39

-2

I

RESTRICTION

5

I

(Approximating

Bend

-.124

-.202

+.420

.3 +.940 +.938 +.958 -.578

-063

+.224

+.664

-.378

+.073

-1.077

-1.045 -1.014

0 304 300

243

277

-.685

44

188

386 -.678 100

221

7 379 379

112 -.699 -.764

141

-69 186 -40 44

-79 -.896

-.896

-.894

-13

45

-18

1036

17

45

43

37

18

42

Res.

PRESSURE

-.080

+.424

-.511 -.319 -.142

+.210

+.675 +.878

+.018

+.974

-1.008

228

249

356 280

-.792 -.344 -.933 45

-1049

199 160 144

392 -82 -57 -20

186

-.995

-.563

-82

-59 -79

45

-.913 -.797

-.565

1.065

46

46 178

188

77

24

61

El.

+.204

.8 +.438 +.280

-.140

.0 +.793 +.703 +.887

-044

+.119

+.972 +.996

+.493

.9 +.997 +.992

327

263

-1.002 284

243

-.023 -.859-.023

'.:35 223

399

46

359 288

-.656 0 407 400

391

-.783

-37

-.932

-.93( -.819

-56

-.993

-17 -

46

-.648 -.400 -.2&

193

245

3920

47

-4

301

138

47

62

7

51

E

ucumbene

+1.015

+.344

+.321

+.926

+.267

+.641

FACTORS

+.237

+986 323

338

-.660

-.061

298 278

261 -150 3%

-.312

-.701

321 283

-.541

-.678 -.590

-.215 373

-.435

47

401

-.115

7 48 47

240

226

176

109 321

110 48

363

156

84 48

86

PLATES

+1.009

+1.015 +1.003

+.364

+.612

+.815

+.667

+.620

+.796 +.880 +.973

-1.037

-0.792

-1.003 -1.009

-:_l.02C -I.OIi

340

375

-1.005

345

-.909 328 316

-.688 405

-.649 -.704

353 -80 391

407 48

332

403

-59

-52

-30

-18

Downstream 49

-16

-8

49

42

38

-2 -4

Gate)

-.618

+.201

-.417 +.246 -.228

+.043

+.387 +.553

-.091

+.993 +.748

~1.022

290 239 -1.091

-1.057

-685

184 399 134 235

308

-.718 -.784 -.990

-.872 104

-.908

- 49

216

173

-.978

-74

-.925 -79 -93

-45

49

-20

91

50

10 10

30

50

38

3

51

-

+1.013

-.OBI

-.142

+.415

-.319

+.023

+.643

+.216

+.816

-.506

+.930 -1.087

-1.048 -1.086

303

250 228 -1.032

-.826

-.346

-.970

268 162 233 146 -90 407

199

376

-.946

-.661 -.559 -74 -94 -99

-.829

7 -39 -73 -35

182 50

50

60

138

51

181

64

51 10

FREE

Tunnel

+1.005

+.182

+.094

+.261

+.677

+.989 -.152

+.959

-.061

-1.005

+.482

+.868

-1.007

283 260

-.'J49

325

239

352

-.796 403

3 283 232

386

219

278

-.653

-943

-.659 -.409

-22

-56 398 51 -58

-.829

182

-.941

-.272 -.123 -.272

241 298 -3

51

134

52

58

52

2

Empty

+1.015

+.799

+.937

+.321

+.344

.5 +.797 +.256 +.230

.4 +.638 +.446

.9 +.995 +.990

+.997

+.641

297

338 322

398

-.055

-.699 -.747

278 323 2 377 -.232

-.831

-.346

407

-.578 401

-.716 -.630 -462

-138

52

242

162

215

140

52

314 360

53

94

67

94

53

68

63

DISCHARGE

+1.015 +1.000

+.355

+.588

+.581

+.965

+.775 -.497 +.875

-.231

339

-.424 373 -.447 -.492 322

309

407 -.346

341

400

-.527 326 -485 351 388

402

-.607

-.416 -.436

53

170 53

238

162

231

172 205 172

5 127 157

-2 171 149

54

54

+.114

+1.005

+I.OIi

+.236 +.320 +.401

+.731

+.199

+.517

+.992

+.999

-.397

-.412

-454 298

278

243

406

-486

252 -.261 398 298

404

-.498

-428 -.386

319

-.367 -65 -.296

316

401

5 260 254

54

102

240 302

289

135

187

54

213 156

.651 55

55

+1.003

+.995

+.235

+.191

+.799

+1.000

+.274 +.496

+.692

+.618

+.985

-.5

329 -.704

-.658 -.696

400

-.687 308

395

302

-.597 304

323 299

403

316

402

-.658

-.497

-.214 -.177

-.351 -35

55

55

337 103

321

194

42

143 -5

73

56

19

56

9

+l.003 +1.005 +1.000

+.907

+.296

+.428

+.472

+.691 -.631 -.561

+.343 -.447

+.837

-.743

-.796 -.959 -.796

+.995 -.709

-.763

-.733

334

-.117

3 39 363 349 330 321

-.620

-.209

304 322

363 -57

403

403

346

399

402

323 362

56

221

144

6 57 56

42

26

47

57

88

35

13

57

+.531

+1.004 +l.005

+.596

+.989

+1.000

+.919

+.540

+.628

-.733 -.231 -.544

-.864

-.534

-.106 +.679

-.644 -.883

-99

.4 +.793 +.844

353

4 353 346 325

-.755

403

348

-.233 397

404

6 363 367

402

319

-20

57

170

367

8 59 58

26

314

185

67

81

89

8 59 58

I

+1.015

+1.009

+.422 +.692

+.614

+.980

+1.000

+.681

+.611

+.908

-.705

-

344

393

-.083

328

303 332

-.085

405 -.227 407

-.110

-.156

58

402

-.135

-.161

-.179

297

-.184

-.192

324

329

269

332

335

310 318 58

331

172

87

+.940

+l.000

+.716

+.887 +.905

+.924

+.365

+.849

+.932

+.958

+.928

340

365

375 373 384 369

380

374

373

376

59

COE

59

DISCH.

0.829

0.709

0.993

0.607

0.340

0.513

0.423

0.258

0.170

0.086 0.052

404

202

REF.

304 265

409

355

388

398

331

373

410

FF.

-.298

-.045

-.224

-.116 -.103

-.359

-.164

-.016 -.001 -.031

286 264

128

240

195

60

44

60

24

30

18

13

Pressure

A=area

Pressure

Computed

where h

and

stat

l+I.OOC

+.763

where

+1000

+.874 +.925

and

h +1.000

+.980 station +.993 +.999

reference

+.BOB

REF.

SUBMERGED about

+.959

the

absolute In

because

occur computed

REF. 372 374 377 381

2

386

402

391

400

395

401

402

0

=

=

ion head

practice, Hr=

head

- C

hv

cavitation

FREE

STREAM

d

-30

DOWN-

h,

COE

ot

OISCH.

h, =

of

.6810 .6105

.1899

.3830

.1125

.0237 ~950

.2820

.0533

Factor= .0091

-Al/2g

.0040

298 268

223

ahead

156

310

upstream

77

30 30

30

30 30

Factor=~

total

no

=

Cd=

in =

-30 pressures

zero

gate

at

velocity

FF.

feet,

station

pressures

head

head

downstream

pressures

REPORT

the

DISCHARGE

A~+hv)

cavitation __

feet,

FIGURE of

head

body-

(Hr

gage,

con

severity.

0

at

reference

DISCHARGE

at

H~-h

h

gate

from

O

head

hx

-

and

piezometer,

-h2

__

piezometer,

be at

HYO.

lower

h2)

are

-ho

(h

9'-o"x1G-o"

indi

lower

2

reference

obtained.

lower

the

0

at

conduit,

14

will

fictitious

462

+

cote

the

than

gate,

hv)

thOTI FIGURE 15 REPORT HYD. 462

7000

Island Bend Res. Ful I (3920) - 500 Geehi Pond Full 6000 ~ -- Operoting curves-friction Ill IL to gote deducted >- 1- 0 I:! :cN ~ 5000 - 400 1- IL .,,l 111 I --- , ~ 0 , I z PRESSURE IN UPSTREAM ---- 0 ...... ,. l1/ - o' 0 9'x 16' FRAME OF GATE (h0) / _i--- Ill :,j 4000 I­ i..--- <( a: - 300 C!> Ill ·t?( Ill IL J.~ 1- t ½ Ei 111 DISCHARGE, m ',, V v"' <( ~ 3000 - 0 0 V i;'.J iii V :::, / 200 0 ", ~ ', BACK PRESSURE IN 28 DIA. CONDUIT(hz a: Ill V :::, 2000 v~ UI !;i1 UI V Ill ~ 0 ~ S: UI ~ 2i - 100 1000 V

_/V ...-- -· ~ 0 ~ 0 10 20 30 40 50 60 70 80 90 100 O GATE OPENING-% OF EFFECTIVE TRAVEL

A. ISLAND BEND RESERVOIR FULL-GEEHI POND FULL

700D

lslond Bend Res. Full (3920) ...- - 500 Geehi Pond drained 1---- 6000 ~ Operating curves-friction I,' Ill IL to gate deducted J., .....

V 0 ~ / l' ~ 5000 400 1- IL .1' ! ~ ~ 111 I Jl - j I Ill 0 , LL z PRESSURE IN UPSTREAM _,, I 0 I+ ~ 0 9'x16' FRAME OF GATE(h )- I 0 Ill 4000 I/ :,j ,___ 1- a: J.,..-- i---: 300 Ill ~ IL I/ -· !!;! 1- ~ ...... 0 111 DISCHARGE -, m ', <( ~ 3000 v ' 0 0 V <( iii Ill :::, r1 / 0 17 200 ; I Ill -BACK PRESSURE IN 28'DIA. CaNDUIT(h2) :::, / I/ 1/1 !;i1 2000 UI V :I/ l / I/ IL UI 2i V - I 00 _/ 1000 I/ V -30' PRESSURE MAINTAINED BY v / /,...,.. I THROTTLING GEEHI CONTROL GATE , , I i-i.---- ',,,: -~ 10 20 30 40 50 60 70 80 90 100 O GATE OPENING-% OF EFFECTIVE TRAVEL

B. ISLAND BEND RESERVOIR FULL-GEEHI POND EMPTY

Note: Discharge from I :24 scale hydraulic model ISLAND BEND CONTROL GATE HEAD, DISCHARGE, AND BACK PRESSURE AT CONTROL GATE ... RECOMMENDED DESIGN

...... FIGURE 16 REPORT HYO. 462

0.7 u.uB - I /

0,6 - 0.06 I V I - V

0 0.5 - Q0.04 I / I I.LI / (!) - j / II: < :c ,,V ~ 0.4 ,__ 0.02 / 0 V )~ IL ~ / 0 __./ 1- ,__ /v z 0.3 0 I.LI o 10 20 30 40 / 0 GATE OPENING·% / IL IL / I.LI 8 0.2 / /~

0.1 / V _/

~ 00 -- 10 -20 30 40 oo ~ ro 80 90 100 GATE OPENING-% OF EFFECTIVE TRAVEL

Where Q discharge, cfs A area of go.tell bodr ~.assage, just upstream from leaf (8-0 x 16 -0 prototype) H ho + hv - he ho • head at reference station in circular conduit I diameter upstream from transition to gate velocity head at reference station head in enlarged tunnel l00' downstream from leaf (prototype)

Note: Data from 1:24 scole hydraulic model

ISLAND BEND CONTROL GATE COEFFICIENT OF DISCHARGE VS GATE OPENING RECOMMENDED DESIGN

... FIGURE 17 REPORT HYO. 462

0,7 100

90 0,6 400

80 0.5 10,000 9,000 0.4 70 .., 8,000 a: 0 IIJ ., 7,000 .<: !;i 0.3 ., 31: L. 6,000 60 :, ::;; 300 "' 5,000 ~ 0. 1- IIJ E 4,000 IIJ 0.2 0 ... 50 ., I .!: z "' 0 tD; 3,000 1- E o ~ "C IIJ ., "':, ..J ..,_ C IIJ 2,000 40 g. ·e IIJ C, 0 "C E 1/l 200 0.08 =" 0 ~ a: IIJ ..J 0,07 ci> !: IIJ "' !;i > -0 :,0. 31: IIJ I- ... = ~ 20 II 300 0 IIJ C, _, C, C,"' m a: 0.02 m IIJ ., "'I L. => 0.. ., C, 1/l I .<: => 3: 200 ~ "'z IIJ :!: z C,"' a:"' I IIJ 0.. IIJ ::c IIJ 100 0 C, ..J a:"' 1/l IIJ IIJ

30 0.003 60

20

0.002

50

Note: Doto from 1: 24 scale model 10 ISLAND BEND CONTROL GATE 0.001 DISCHARGE ALINEMENT CHART RECOMMENDED 9!.Q"x 16'-0" GATE WITH RESTRICTED PASSAGE 1:19.2 SCALE, AIR MODEL 613 FIGURE 18 REPORT HYD.462

0 96 96 ...... ct a: ::c~ 48 48 a.•ILi ct >- I&. 0 :;o olLI~~ -48 -48 a: ILi Q. I&. -96 -96

Pl EZOMETER 21 Pl EZOMETER 22 A. 20% GATE OPENING

96

48 48 ....a: ~ 0 0 ct • -48 -48 I&. 0 -96 -96 ....~ ILi I&. I Pl EZOMETER 15 PIEZOMETER 16 0 ....ct ::c .... 96 Q. 96 >- ~ 48 48 0 ~ 0 0 a: 0 Q. -48 -48

-96 -96

PIEZOMETER 21 PIEZOMETER 22 B. 30% GATE OPENING

96 96

48 48

0 0

-48 -48

-96 -96 ~ .... I&. I 0 PIEZOMETER 7 PIEZOMETER 15 PIEZOMETER 16 ....ct ::c .... 96 96 96 Q. >- 48 48 48 ~ 0 ~ 0 0 0 0 a: G. -48 -48 -48

-96 -96 -96

PIEZOMETER 21 PIEZOMETER 22 PIEZOMETER 33 Ci. 40% GATE OPENING Note: Heads are for full Island Bend Reservoir, 30-foot back pressure.

ISLAND BEND CONTROL GATE PRESSURE CELL RECORDS OF MOST NEGATIVE AND MOST FLUCTUATING PRESSURES- RECOMMENDED DESIGN iSLAND BEND FULL AND GEl;:HI EMPTY 1:24 SCALE HYDRAULIC MODEL 611 FIGURE 19 REPORT HYO. 462

500,000 500,000 I I I I I Max. approx. 442,000 lbs,:I ,,,--Max. aoorox. 429,000 lbs. Jrj'\ ----I'\. 1/) 400,000 1/) 400,000 /' I I I Q Island Bend Res. El. 3920 z Qz ft.. 'i\. I Eucumbene Res. El. 3663 ~ I ~ \ 0 I 0 0.. 0.. I I IL 300,000 \ // i\ IL ;iQD,000 ct ct I rapid'-Abn,pl decrease "" ·~ in "leaf ~ "'..J J \ "'..J I bottom pressures within z z the slots as the leaf moves 0 \ 0 from 10"1 to 20'1 open . ..J 200,000 I 1! ..J 200,000 ..J Island Bend Res. El. 3920 ..J ~ ~ I 0.. I Geehi Pond empty \ 0.. z z 11 ~ 0 ~ I Q 100,000 J \ Q 100,000 I 11 " ' " "\ 0 / 0 \ o'- 20 40 60 80 10 0 0 20 40 60 80" 100 GATE OPENING-o/oOFEFFECTIVE TRAVEL GATE OPENING-% OF EFFECTIVE TRAVEL

A. ISLAND BEND GATE B. EUCUMBENE GATE - SUBMERGED Flow to Geehi Flow to Eucumbene

1,200,000 Head on gate assumed constant at 410 feet

1,000,000 V - 1/) Qz / ~ 0 V J I'\ ~ 800,000 "' IL ct I \ I "'..J ~ 600,000 I \ ct (!I z I 0 I Island Bend Res. El. 3920 ' ..J Downstream Tunnel Empty 5 400,000 \ 0..z ~ I \ Q I 200,000 I ' i '

0 0 20 ~ 60 ~ 100 GATE OPENING-% OFEFFECTIVE TRAVEL

C. EUCUMBENE GATE - FREE DISCHARGE Flow to Eucumbene

Note: Computations based on pressure data from 1:24 scale hydraulic model

ISLAND BEND AND EUCUMBENE CONTROL GATES HYDRAULIC DOWNPULL FORCES ON THE GATE LEAF RECOMMENDE;D DESIGN

613

GPO 837535 Pi'ctfor,77

Embedded

beams

grating

Stem

Stem

3

?(17

and

storage

support

storage

net

seat,

trolley

grating

shown

A

L

rocks-,

r·oc/1s--

1+;:,

C

D

E

r

f PLAN

r

..

-Sh$J:~~JI

1

BLOCKOUT

{Ladder

(GRATING

SECTION

AT

-<78

CONCRETE

-<78

EL.

-

NOT

7'

3950.00

'·-·-Flootwe/1

SHOWN/

D

NOT A-A

SHO-NNJ

+-stem

Trolley

'-Contra!

equ1pf11ent

hondl1ng

cab1net

Gate

Stem

Top

I[

Gate

M

(gate

Lo.ver

w

14"

shaft

of

Top

S

hoist

storage

t

{

El

------­

Dw

El

Island

closed)

tracks

'

of

'

3920--·

tap

3930

Ladder

float

guides

Bend seat_. roe/ls--·

El

~

00·-

well

·

3544

..

El

Pond

I[

- 3548

pipe

Gate

58

75-

shaft

(&LOCKOUT

~

-

SECTION

-

Al>-

AL>-

-

CONCRETE

-

.

-

Gate

8·8

NOT

hoist

·

SHOWN}

1---EI

,_

-R,,ference

!-/c1st

14" Ladder

Stem

El

389f'

Dia

3545

stems

r-ivndling

air

co

~c/le

00

line

vert

[/JC'Jtrbene

plotfcm

/Substaf1an

power

El

J82l

}"Norma/

source

f:;r

/'

Reference

Normal

oux!liory

Reference

clearance

clearance

-,,

·,;-

~

,;--

~·

,-

l1ne­

- ~"''

"'•

;.."'"' "'• -~

-~

"

~

i;;--

line

I

-

?

"'•

~~Q)

~

t

=, ~

Symmetncoi

......

;

r-i,-~~c=~~~~~~

Embedded

El

15'-J''

3898

Symmetrical

'[

oboL't

If

[t·err:c1

base

b ------

oo-

-~

tunnel-

to

I[

-

b

Gate

SECTION

___ p/otes

--

SECTION

Slot

SECTION

....

beams

-~

about

--,L_

shaft

o-=--

_

'f

0

~-

'

Gate

I I

,('

'

C-C

shaft

D-D

E-E

·

Refe,~ence

Reference

/me

{Normal

{NorfTlai

-k"

/'Ncrrnoi

.Varma/

line-

~-.:.,

'

'

clearance

clearance

"'• ...

~

cleorcnce--~

~

~

,'

i

NOTE

l:_~--f&["~

Bloc/lout

-;;.-1

1'-0{

shall -N1fh

end

,

be

TO

{!~

~-;-1;1 >-

Face

concrete

smcoth :

surface

'i.

'f

ISLAND

SECTION

i'I I•!

Gate

Ho,st

1

of

-

~

~

track shaft and

BEND

of

,,

surface

"'l

Syrr,metricul

__

I

sreet

14°·10}"'!/;,'f

1/-9"±-fi'

fiusn

15~/'b 1

If.

9'.o"Opening

...... _

1lt I-

tunnel liO lo

I

F-F

9'-

c

o"

-

tDb

· 2-

toe

TO

cbo•Jt

2

8

.J"

f

siot

3

Rolte

'

1~

G:J1des

4'-5f"

;,-k

C

1

I 1

I

rs

f--1

Dnd

DETAIL

tracks

2• .. ., ., ,_

il"

ca >o

---+--

·Face

G

of "'

j---_-_-_

seol

~---

.;.,:_

/me

line

seat

_

" _,_

-~,r-,-

i{:

!-l~

:r-

YI'.

"""" ~ ~

1 I

l'

C,

I

:r'.

C><;E-~-

9'x!6'

9'x 9'"

9'

9'

x

x

ISLAND

ASSEMBLY

INSTALLATION_

SLOT

!NSTALLA

INSTALLATION

....

16' 16'

l,.c><•"GE,MECM

16'

16'

SNOWY

ENGl~-E-E~.-

SNOWY

HYDRO-ELECTRIC

COASTER

COASTER

COASTER

COASTER

COASTER

Ir

SECTION

___,

---_]

;

MOUNTAINS

j

ECEc_T_

t

REFERENCE t

T!ON MOUNTAINS

I

9'

GATE

BEND GATE

GATE

GATE

E,.G,,.EER,NG EUCUMBENE-

GATE

A.;o

x

TD

AND

16'

ISLAND

INSTALLATION

E!..JCUMBENE

MEC><

FRAME

FRAME

HOIST

GEEHI

COASTER

AcJSTRALIA

CONTROL

HYDRO-

BEND

ANCHORAGE

SNOWY

BEPORT

DRAWINGS

DEPARTMENT

ELECTRIC

WORKS

PROJECT

FIGURE

UNITED

GATE

STRUCTURE

OF

~TATES

AUTHORITY

HYO

THE

OA

OA-

QA-

QA-

OA-

INTERIOR

20

-9-1499

.

9·

9·

9-

9·

.g.62

1484

1500 /539

1487 ·t

-i~

sii e ""' ~~ ~} ii

~i

2"

-t-

•

el ia

2"f

~

~

~~~~~s;~1eel

3

tJ__tH Storn/ess

Org

(18% 3

Fis

3 ~! ~iii-<

Holes

r:::-:!.."

go

Starnless

(l8%Cr8%Nr)-

Fis

•

~-y

2!

,..

" !l

l. ii ''

~~

g-]l

i'1i"xd-4j"

--

OA-9-/485--_

"h)~&,._....~,0\c:\r~~

~i

t "'f

'?

a Cr

9 @,

")

~

for

i"~r"xo'-41-"

-

__

~

~,

-~--- 8%

~ i

-~

-~

,i,

A rtem

. C\J

Ki =:g ~" .. ¥

j;l _, (_ .. h ~

steel

i

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~~-f,,,

le

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steel

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r'

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i

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'

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~-

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,,

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h=f=ll.L..:-·.Lli -

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:

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Weld,o;i

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•::-.

:,

•-•

R

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,&

\1/

rad

-,-

0

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~

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Org

Holes

steel

I

¼~

---

ii

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-~~~=!=l=='=~~~i;;;;f~

(finh1K7·1"§(fm)"'

OA-9-1485

'

-~,,,,,a-•

4$paces@1~0:4·:-o·

for

•

steel

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,fem

I

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~

,

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,

(p'

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=

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8

1'-4{

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OPP

Hoes·,

for

•_4{

I

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HAND

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f, :?

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@,

f.

·

3

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n+

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<>

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1

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16 f-/ ,

• -+- >~~:~001~:,d,agM

....., ~

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~

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Oro

.il ~-

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s:---125-0--

I

I

Starnless

" ., . ,;

through,

@,

(Ne/weld

- steel

!i_

36°((,n),1

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steel ~ A"' Ca " ,, ; !~ ~"' 2

¥

v

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steel(!B'ICrB'INr)

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.

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stee/(18%Cr8%Nr)studs

NS

Cr

nuts. ~

,,,_.,.,,-,,•,.c-,o,

8-:-·

p

;,;·.,~_-,os

steel

B$Ni

of40"11"p1

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