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UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

DO NOT REMOVE FROM THIS FILE

HYDRAULIC MODEL STUDIES OF THE SPILLWAYS

AND OUTLET WORKS- -GLEN CANYON DAM

COLORADO RIVER STORAGE PROJECT, ARIZONA

Report No. Hyd-469

Hydraulics Branch DIVISION OF RESEARCH

OFFICE OF CHIEF ENGINEER DENVER, COLORADO

February 18, 1964

The information contained in this re -port may not be used in any publica­tion, advertising, or other promotion in such a manner as to constitute an endorsement by the Government or the Bureau of Reclamation, either explicit or implicit, of any material, product, device, or process that may be re-f erred to in the report.

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CONTENTS

Abstract Purpose .......................................... . Conclusions ...................................... . Acknowledgment .................................. . Introduction ....................................... . The Models ....................................... . The Investigation .................................. .

V

1 1 3 3 4 5

Diversion Studies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Preliminary Flip Bucket Studies. . . • . . . . . . . . . . . . • . . 6

Tunne 1 alinement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Water surface drawdown . . . . . . . . . . . . . . . . . . . . . . . 7

Diversion Studies in 1:63.48 Model................. 8

Prototype operation . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Initial studies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Side channel spillway . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Deflector walls . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . 9

Spillway Approach Channels . . . . . . . . . . . . . . . . . . . . . . 12 Left Approach Channel . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

Preliminary channel........................... 12 Fir st revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Second revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Third revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Fourth revision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Recommended channel . . . . . . . . . . . . . . . . . . . . . . . . . 15

Right Approach Channel. . . . . . . . . . . . . . . . . . . . . . . . . . . 15

Preliminary channel .................•......... · Fir st revision ............................... . Second revision .............................. . Third revision (recommended) ................. . Fourth revision .............................. .

15 16 16 16 17

Spillway Crest (Overflow Section). . . . . . . . . . . . . . . . . . . . . 17

Crest pressures .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Discharge capacity . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

//

CONTENTS- -Continued

Tunnel Spillway Transition ....................... .

Preliminary ................................ . Recommended transition ..................... .

Forty-one-foot-diameter Tunnels •................ Downstream Portal Transition ................... . Flip Bucket Investigations ...................... .

Preliminary ................................ . First revision .............................. . Second revision ............................. . Third revision .............................. . Fourth revision ............................. . Fifth revision (recommended) ................ .

River Outlets and Powerplant Afterbay ........... .

River outlets . ............................... . Water surface drawdown--Spillway operation .... Water surface drawdown in powerplant after bay ..

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Page

18

18 19

20 21 22

22 23 23 23 24 25

27

27 31 33

CONTENTS- -Continued

Location Map . .................................... . Glen Canyon Dam and Powerplant--Plan ............. . Glen Canyon Dam and Powerplant--Elevation and

Sections ........................................ . Left Spillway--Plan and Sections ................... . 1:88 Scale Diversion Study Layout .................. . 1:63. 48 Scale Model ............................... . Glen Canyon Dam Diversion Tunnels ................ . Preliminary Tailwater Curves ..................... . Flow Conditions With Right Diversion Tunnel ........ . Flow Conditions With Both Diversion Tunnels ........ . Preliminary Flip Buckets .......................... . Tailwater Drawdown Curves ....................... . Preliminary Flip Bucket Operation ................. . Project Photographs of Diversion Flow .............. . Project Photographs of Canyon Wall Failure ......... . Right Diversion Tunnel- - Side Channel. .............. . Flow at Right Diversion Tunnel With Side Channels ... . Right Diversion Tunnel--Side Channel--First

Modification .................................... . Right Diversion Tunnel Deflector Wall Studies ....... . Right Diversion Tunnel--Superelevated Deflector

Figure

1 2

3 4 5 6 7 8 9

10 11 12 13 14A 14B 15 16

17 18

Wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Low Curved Wall on Right Side of Diversion Tunnel . . . 20 Flow Conditions With Low Curved Wall.. . . . . . . . . . . . . . 21 Surging Action Caused by Tailwater Conditions........ 22 Flow Conditions With Low Straight Wall..... . . . . . . . . . 23 As-built Protective Wall . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 Protective Wall at Right Diversion Tunnel ... ·..... . . . . 25 Left Spillway Approach Channel Revisions . . . . . . . . . . . . 26 Flow in Preliminary Left Spillway Approach Channel . . 27 Flow in Revised Left Spillway Approach Channel . . . . . . 28 Flow in Third Revised and Recommended Left

Approach Channel ....... '! • • • • • • • • • • • • • • • • • • • • • • • • 29 Recommended Approach Channels . . . . . . . . . • . • . . . . . . • 30 Velocity in Recommended Approach Channels . . . . . . . . . 31 Preliminary and Revised Right Approach Channels . . . . 3 2 Flow in Preliminary Right Approach Channel . . . . . . . . . 33 Flow in Revised Right Approach Channel . . . . . . . . . . . . . 34 Flow in Recommended Right Approach Channel . . . • . . . 35 Flow in Fourth Revision to Right Approach Channel.. . . 36 Details of Crest . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 7 Pressures on Crest and Preliminary Transition....... 38 Discharge Capacity Curves . . . . . . • . . . . . . . . . . . . • . . . . . 39

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CONTENTS- - Continued

Preliminary Tunnel Transition .. _. ................. . Flow in Preliminary Transition ................... · Right and Left Tunnels Elevations and Sections ..... . Flow in Recommended Transition ................ · . · Pressures on Crest and Recommended Transition ... . Transition at Downstream Tunnel. ................. . Flow in Preliminary Left Flip Bucket .............. . Flow in Right Preliminary Flip Bucket ............. . Flow Conditions With Both Preliminary Flip Buckets.. Flip Buckets, Fil-st Revision ...................... . Flow in Left Flip Bucket, First Revision ........... . Flow in Left Flip Bucket, Second Revision .......... . Flow in Right Flip Bucket, Second Revision ......... . Flip Buckets, Third Revision ..................... . Flow in Left Flip Bucket, Third Revision .......... . Flow in Right Flip Bucket, Third Revision ......... . Flow From Both Flip Buckets, Third Revision ...... . Flip Buckets, Fourth Revision .................... . Tunnel Plug Outlet Works ........................ . Flow in Tunnel Plug Outlet Works ................. . Recommended Flip Buckets (Plans & Sections) ...... . Piezometer Locations and Pressures in Recommended

Left Flip Bucket ................................ . Flow in Recommended Left Flip Bucket ............ . Flow in Recommended Right Flip Bucket ......... · .. . Operation of Recommended Flip Buckets at Maximum

Discharge ..................................... . Pr of i le s of Jets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... . River Outlets, Plan & Section ..................... ·. Operation of River Outlets--Preliminary Design .... . River Outlets--Valve Alinement ................... . Operation With Recommended Valve Alinement ...... . Pre-excavated Area in Afterbay ................... . Results of Erosion Studies in Powerplant Afterbay .. . Tailwater Curves- - Colorado River ................ . Water Surface Drawdown Tests ................... . Water Surface Draw down in After bay ............... .

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Figure

40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59

60-63

64 65 66

67 68 69 70 71 72 73 74 75 76 77

ABSTRACT

Hydraulic model studies were performed to investigate flow con­ditions in the diversion works, the tunnel spillways, and the river outlet works. The alinement of the tunnels was satisfactory for both diversion and spillway flows. A low, curved concrete wall placed adjacent to the right canyon wall will protect the canyon wall from undermining and erosion damage by diversion flows. The spillway approach channels were greatly reduced from their original size. Flow through the crest sections was excellent and no adverse pressure conditions were noticed. However, the pre­liminary tunnel transition was too abrupt as indicated by rough flow conditions and subatmospheric pressures. A longer, ade­quately streamlined transition was developed for prototype con­struction. Flow in the 41-foot-diameter tunnels was excellent at all discharges. The preliminary rectangular flip bucket at each downstream tunnel portal was replaced by a bucket in which the circular invert of the tunnel intersected the vertical curve of the bucket. This type of bucket eliminated the need for a circular­to-rectangular transition. The outside walls of both buckets were turned inward to direct the flow into the river in a more favorable pattern. Pressures as great as 211 feet of water were measured in the invert and on the wall of the left bucket. The river outlets were arranged in a fan shape to reduce their erosive tendencies in the river channel. Tailwater drawdown tests indicated that the tailwater elevation at the powerhouse· will be as much as 30 feet lower than the downstream water level.

DESC~IPTORS--*hollow jet valves/ *radial gates/ afterbays/ diversion tunnels/ >!<flip buckets/ hydraulic structures/ uplift pressures I cavitation/ control structures/ discharge coefficients/ flow/ Froude number/ head losses/ *hydraulic models/ jets/ Manning formula/ open channel flow/ spillway crests/ surges/ tailrace/ piezometers/ pressure measuring equipment/ energy losses/ negative pressures/ stream erosion/ backwater/ draw­down/ transitions/ training walls/ velocity/ velocity distribution/

IDENTIFIERS- -approach channel/ tunnel transitions/ tunnel spillway

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UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

Office of Chief Engineer Division of Research Hydraulics Branch Denver. Colorado February 18, 1964

Report No. Hyd-469 Author: T. J. Rhone Reviewed by: W. E. Wagner Submitted by: H. M. Martin

HYDRAULIC MODEL STUDIES OF THE SPILLWAYS AND OUTLET WORKS--GLEN CANYON DAM

COLORADO RIVER STORAGE PROJECT, ARIZONA

PURPOSE

The studies were conducted to thoroughly investigate the hydraulic characteristics of the tunnel spillways and river outlet works to provide reliable performance under all operating conditions.

CONCLUSIONS

1. The alinement of the tunnels, Figure 2, is satisfactory for diver­sion flows and spillway flows.

2. Preliminary tests on a 1:88 scale model indicated that the most satisfactory invert angle for the flip buckets was 35°. Subsequent tests on the 1:63. 48 spillway model confirmed this.

3. A low curved concrete wall placed adjacent to the right canyon wall will protect the canyon wall from further undermining and erosion damage by diversion flows, Figures 24 and 25.

4. The spillway approach channels were greatly reduced from t~eir original size and still provided extremely smooth flow con­ditions, Figures 26 through 36.

5. Flow through the crest sections was excellent and no adverse pressure conditions were noticed, Figure 38. The maximum dis­charge of 138, 000-cubic feet per second (cfs) per tunnel was obtained at reservoir elevation 3711, the value used for design purposes, Figure 39. ·

6. The preliminary tunnel transition was too abrupt. A surface fin formed in the center of the tunnel and pressures on the side­walls were in the cavitation range. Figure 38.

7. The longer recomme~ded transition, Figure 42, is adequately streamlined and provides smooth flow conditions with no adverse pressures on the sidewalls, Figures 43 and 44.

8. Flow in the 41-foot-diameter tunnels was excellent at all discharges.

9. The preliminary downstream circular-to-rectangular tunnel transition was too short, as indicated by severely subatmospheric pressures in the lower corners, Figure 45. Increasing the transi­tion length from 70 to 100 feet increased the pressures to a satis­factory degree. This transition was eliminated in the recommended design.

10. The preliminary flip buckets, which were rectangular in cross section, were replaced by a bucket in which the circular invert of the tunnel intersected the vertical curve of the bucket, Figures 60 to 63. This type of bucket also eliminated the need for the circular-to-rectangular transition.

11. The flip buckets were moved upstream to the tunnel portals, eliminating about 200 feet of open channel.

12. The outside walls of the buckets were turned inward 7 feet to direct the flow in a more favorable pattern at their impact points, Figures 65 and 66.

13. The outside wall of the left bucket was extended 32. 5 feet downstream from the lip to deflect the flow from the canyon wall.

14. Pressure measurements on the wall and invert of the left bucket showed that pressures as great as 211 feet of water should be considered in the structural design of the bucket, Figure 64.

15. The river outlets were arranged to distribute the jets in a fan shape, reduce their erosive tendencies in the river channel, and lessen the amount of riverbed material that had been carried upstream into the powerplant afterbay~ Figures 71 and 72.

16. Erosion tests indicated that 24- to 30-inch-diameter riprap would be adequate to protect the powerplant tailrace chanriel.

17. Tailwater drawdown curves indicated that the tailwater eleva­tion at the powerhouse w1.ll be as much as 30 feet lower than the downstream tailwater elevation for the maximum spillway discharge of 276 ~ 000 cfs~ Figure 76.

18. Uplift pressures on the tailrace concrete slab were found to be 3 feet of water or less, Figure 77.

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ACKNOWLEDGMENT

The final plans evolved from this study were developed through the cooperation of the staff of the Concrete Dams Section of the Dams Branch, Division of Design.

INTRODUCTION

Glen Canyon Dam is the principal feature of the Colorado River Storage Project. It is located on the Colorado River in north­central Arizona approximately 15 miles upstream from Lee's Ferry and 13 miles south of the Utah border, Figure 1_. The dam is a concrete arch structure 710 feet high and approximately 1,550 feet long, Figure 2. The reservoir, at normal water sur­face elevation 3700·, will have a surface area of 161,400 acres and a capacity of 27 million acre-feet, Figure 3. It will extend 186 miles up the Colorado River and 71 miles up the San Juan River. The reservoir will be used for regulatory storage and for the development of power in the eight-unit 900, 000-kilowatt (kw) powerplant.

The principal hydraulic features of the dam are two tunnel spill­ways and the river outlet works. The tunnel spillways are located in each abutment. The spillway entrances are located about 600 feet upstream from the dam and consist of unlined approach channels and reinforced-.concrete crest structures, Figures 2 and 3. Flow in each spillway is controlled by two 40- by 52. 5-foot radial gates. Downstream from each intake structure is a transi­tion from a flat-arch roof section, 89 feet wide by 52 feet high, to a circular section 482. 5 feet in diameter, Figure 4.. A tapered circular transition reduces the tunnel diameter to 41 feet in 180 feet. The remainder of each tunnel is 41 feet in diameter, ter­minating in flip buckets at river level. The capacity of each spill­way is 138,000 second-feet.

The studies on the. spillways included investigation of flow condi­tions in the approach channels, gate structure, tunnel transitions, tunnels, flip buckets, and downstream river channel. Studies were also conducted to determine tunnel alinement and flow conditions at the downstream tunnel portals during diversion.

The river outlets are located downstream of the dam near the left abutment, Figure 2. Flow through the outlets is controlled by four 96-inch hollow-jetvalves placed above the maximum tailwater to discharge horizontally into the atmosphere. Investigations of the river outlets were limited to alinement of valves and flow charac­teristics in the river when operating singly, jointly with the spill-

. ways, or with flow through the powerplant.

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THE MODELS

Two models were used in the tests on the spillways and outlet works. The first was a 1 :88 scale model for preliminary investi­gations of the diversion tunnels and flip buckets, Figure 5. The second was a comprehensive 1 :63. 48 scale model of the spillways and outlet works, Figure 6.

The 1:88 scale model was contained in a 12- by 30-foot box and included an equivalent of approximately 1, 000-foot lengths of the horizontal portion of each diversion tunnel and a sufficient area of the canyon and river channel in the vicinity of t_he tunnel portals so that exit flow conditions during_river diver.sion could be eval­uated, Figure 5. Water was supplied to each tunnel through sep­arate pumps and measured by laboratory orifice-venturi meters in each supply pipe. Computed flow depths and velocities in the tunnels were established by slide gates placed at the upstream end of each tunnel section. The river water surface level was regulated by a tailgate at the downstream end of the model, and water surface elevations were obtained by means of point gages placed at appropriate locations.

The flip buckets used in the preliminary investigations were con­structed of concrete screeded to sheet metal templates.

The 1: 63. 48 scale model covered a floor space of approximately 27 by 90 feet. The headbox containing the portion of the model upstream from the dam was 14 feet high, and the tailbox contain­ing the downstream river channel was 3 feet high, Figure 6. Incorporated in the model were a 1, 000-f oot reach of the canyon upstream from the dam and about 3, 500 feet of river channel downstream from the dam.

The vertical drop in the model tunnels was 1. 35 feet (model) greater than the scaled prototype dimension, and the lengths of the horizontal tunnel sections were reduced by 5 feet (model) to compensate for the added friction loss in the model. These ~djustments to the tunnel lengths and fall assured that the flow velocity at the elbows and portals were correctly represented. Tables 1 and 2 show the friction loss computations for maximum discharge through the model and prototype.

The spillway crest sections, the excavated approach channels between the canyon edge and the spillways, and the flip buckets at the downstream end of the tunnels were modeled in smooth con­crete screeded to sheet metal templates. The crest piers were

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·-'constructed from wood and the radial gates were made from gal­vanized sheet metal. The topographic features of the canyon walls and the outline of the arch dam were modeled in concrete placed over wood templates and expanded metal lath. The river channel in the canyon downstream from the dam was represented with a movable sand bed. The general exterior outline of the powerhouse was con~tructed from waterproofed plywood. Powerplant flows in the river channel were accurately represented by an independent water supply. The river outlet valves were machined from brass .stock and were individually operated. The tunnel transitions at the spillway portals and the tapered tunnels downstream of the transitions were made in clear plastic formed under heat over wood patterns or molds. The 41-foot-diameter tunnels were represented by extruded plastic pipe. The nominal diameter of this pipe was 8 inches but the actual inside diameter was 7-3/4 inches which determined the model scale.

Water was supplied to the model from the central laboratory supply system and measured by venturi meters. The maximum combined spillway discharge of 276. 000 cfs was represented by a model dis­charge of 8. 6 cfs. Water surface elevations in the reservoir were determined from a point gage in a stilling well. The, opening to the stilling well was in the center of the headbox. well upstream from the effects of the spillway backwater curve. Tailwater levels were controlled by an adjustable tailgate at the downstream end of the tailbox. Tailwater elevations were measured on staff gages located at the end of the tailbox and on the face of the powerhouse. Pres­sures on the spillway crest. transition.-tunnels. and flip buckets were determined from piezometers connected to open-tube manom­eters. Care was taken to make these piezometer. openings normal and flush with the flow surface. burr free. and without change in direction for a distance of at least 3 diameters from the surface.

THE INVESTIGATION

Diversion Studies

During construction of the dam, the entfre riverflow was diverted through two 41-foot-diameter concrete-lined tunnels, one on each side of the river channel. Figure 7. When the tunnels are no longer needed for river diversion. about 1. 000 feet of the downstream sections of both tunnels will become a part of the tunnel spillways.

In the initial design planning. the diversion tunnels were 50 feet in diameter. unlined. and approximately 2. 500 feet in length. Tests performed to determine whether the. sandstone through which the tunnels were bored could withstand the erosive force

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of sediment-laden, high-velocity flow indicated that the diversion tunnels should be lined. 1 / Accordingly, lined tunnels were spec­ified and the diameter was reduced to 44 feet. Subsequent to the diversion studies, the diameter of the tunnels was further reduced to 41 feet to match the final size requirement for spillway dis­charges.

Hydraulic model studies were requested to check the alinement and elevation of the diversion tunnels with respect to the river channel. This model also was used for preliminary investiga­tions of the flip buckets at the end of the tunnel spillway.

The two discharge quantities used for the diversion studies were 30, 000- and 65, 000-cfs per tunnel. Tests were made with the right tunnel operating singly and with both tunnels operating. Since the intake portal of the left tunnel is about 35 feet higher than the right tunnel intake, the left tunnel will not operate singly.

Two tailwater elevation curves were used during the studies. Figure 8. One was the "Phoenix" curve, derived on the assump­tion that Marble Canyon Dam will be built downstream from Glen Canyon Dam and will control the tail water elevations. The second curve was based on observed water surface elevations for the extreme lower range of flows at Glen Canyon and extended for the higher flows from the shape of the Lee's Ferry tail water curve which is based on a comprehensive range of discharge measure­ments. (Lee's Ferry is a permanent gaging station downstream from Glen Canyon.) The tailwater curves. shown on Figure 8, indicate a difference in elevation of approximately 5 feet for low flows and 17 feet for maximum flows; the Marble Canyon curve shows the higher tailwater elevations.

The investigations showed that. in general, the tunnel alinement and grade were satisfactory for diversion flows. The curved exit wall downstream from the right tunnel caused some eddies in that vicinity, but when the curved wall was replaced by a straight wall the eddies were eliminated and the flow was entirely satisfactory. Figures 9 and 10 show the flow conditions in the river channel during diversion.

Preliminary Flip Bucket Studies

Tunnel alinement. --For these studies, no changes were made in the 1: 88 scale model other than to install the flip buckets at the tunnel portals. One purpose of the investigations was to determine

1 / Report Hyd-423. Erosion Studies on Sandstone Through Which the Glen Canyon Dam Diversion Tunnels Will Pass. Glen Canyon Dam, Colorado River Storage Project.

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if the alinement of the tunnels would be satisfactory when the higher velocity spillway flows were directed into the downstream river channel. The principal objective of the tests. however. was to determine the optimum angle of flip for the invert of the buckets. The flip angle was evaluated on the basis of water surface draw down at the powerplant tailrace. wave action in the river channel. and the general appearance of the jets leaving the buckets. A maximum discharge of 142a 000- cfs per tunnel for one- and two-tunnel operation with both tailwater;·. regimens was used for these tests. The 142. 000-cfs maximum discharge was reduced to 138,000 cfs before the 1:63. 48 scale model studies were started.

Five buckets were investigated. Figure 11. The buckets differed in the angle of the flip which was accomplished by varying the length and radius of the invert curve. The location and elevation of the bucket lip were the same for all buckets.

The tests showed that the alinement of both tunnels was satisfactory for all spillway flows. The elevation of the bucket lip also -appeared satisfactory for the lower tailwater conditions; with the higher tail­water conditions. the water surface touched the lower nappe sur­face. causing the jet to intermittently depress. However. since the tailwater curves are tentative. it was decided that the bucket lip elevation should not be changed until a final tailwater curve had been determined.

Water surface drawdown. - -The following test procedure was used in determining the water surface drawdown. With either tunnel operating alone or with both tunnels operating simultaneously. the tailwater elevation was set at the point gage located approximately 500 feet downstream from the tunnel portals; after allowing adequate time to insure that the flow in the river channel had become con­stant. the water surface elevation at the approximate location of the powerhouse tailrace upstream from.the tunnel was determined. The difference in water surface elevation between the two stations was used as a measure of the drawdown.

The curves on Figure 12 show the water surface drawdown for the different flip buckets. The curves indicate that for single-tunne 1 operation. the greatest drawdown occurred with the 30° flip bucket and the least drawdown with the 35° bucket. Due to the relative position of the buckets and their alinement with the river channel. the drawdown for the 30° and 35° buckets was greater when the left tunnel was operating than when the right tunnel was operating. For the 25°. 40°. and 45° buckets. the drawdown was about the same when either tunnel was operating. During single-tunnel operation. there was greater water surface drawdown with the higher tailwater elevation.

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When both tunnels were operating, the least drawdown occurred with the 40° and 45° flip buckets using the high tailwater and with the 35° flip bucket using the low tail water. The greatest draw­down occurred with the 25° bucket using the high tailwater, and with the 30° bucket using the low tailwater.

On the basis of the drawdown measurements and the general flow appearance, it was decided to use the 35° flip curve for both tun­nel spillways. Figure 13 shows the operation of three of the buck­ets during maximum discharge and the Marble Canyon (high) tail­water elevations.

Diversion Studies in 1 : 63. 48 Model

Prototype operation. - -The hydraulic model investigations were performed concurrently with the construction of the dam. During the first 2 years of construction, most of the riverflow had been diverted through the right diversion.tunnel; only small quantities had passed through the left tunnel. The diversion flows caused some undercutting of the right canyon wall and the appearance of the flow downstream from the tunnel portal indicated that erosion of the river channel was taking place, Figure 14A.

Model studies were initiated to investigate methods proposed to prevent further erosion damage. In the early phases of the diver­sion model studies, the full extent of the prototype erosion became apparent when about 20, 000 cubic yards of the canyon wall imme­diately downstream from the portal fell into the river, Figure 14B. The rockfall had little effect on the diversion flow; the headwater rose for a day or two, but returned to its former elevation after the small debris had washed out. However, in order to forestall further slippage of the canyon wall, the decision was made to close the diversion gates of the right tunnel and to make repairs to the area where the rock wall had slipped. These repairs would include stripping of the canyon wall to prevent further falling of the rock, construction of a protective concrete wall along the right canyon wall, and filling the eroded hole in the channel with con­crete to elevation 3130. 0. While these repairs were underway, diversion flows were passed through the left tunnel.

Initial studies. --One proposal for the emergency repaiI>of the scour hole was to install the bottom half of the flip bucket; at a later date the top portion of the bucket would be added for final operation. However, this two-stage bucket had been tested during left diversion tunnel studies as a probable solution for difficulties with the diversion water striking the canyon walls and had operated so poorly that the plan was abandoned. The results of these studies are given in Hydraulics Branch Report No. Hyd-468.

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The first emergency repair method investigated in the 1: 63. 48 model was to install the complete flip bucket at the tunnel portal. For most diversion discharges, the water poured over the bucket lip and side without springing clear of the bucket. These flow con­ditioJJS could possibly cause.·additional rock erosion arour~d the completed bucket; therefore, the studies were directed toward developing adequate protection to the canyon wall and channel down­stream from the portal.

Side channel spillway: --The downstream cofferdam is located adja­cent to the bucket. To prevent the diversion flows from eroding the cofferdam, it was proposed to construct a concrete-lined channel parallel with the flip bucket so that water passing over the side of the bucket would be carried downstream away from the cofferdam. TWo types of channels were proposed; one was a deep channel on a flat slope. and the other was a comparatively shallow channel on a steep slope. Since it was desirable to keep the amount of rock excavation involved to a minimum, the shallow channel was first tested in the model. Figure. 15.

Flows up to 35, 000 cfs did not overtop the sidewall of the channel, although a small amount of splashing did wet the adjacent cofferdam, Figur·e 16. Flows above 35,000 cfs overtopped the wall and seriously damaged the adjacent cofferdam, Figure 16. On the basis of these tests, further modifications were needed to prevent damage to the cofferdam.

The side channel spillway was redesigned so that it was wider and the left wall was curved toward the river. A 5-foot-wide seawall or coping strip was placed on top of the wall to deflect the flow downward, Figure 17. This protective device performed excep­tionally well and protected the cofferdam against damage for flows up to 100,000 cfs, Figure 16. In addition to directing1 the flow away from the cofferdam, the jet spread into the river channel and relieved some of the pressure against the right canyon wall.

Although this structure provided the necessary protection, a design analysis showed that it would be too expensive for a temporary structure because of the difficult construction and the lack of good rock foundation in the area.

Deflector walls. --The rock fall from the canyon wall, described previously. required that protection be provided to prevent further undercutting and slippage of the canyon wall. It was decided, therefore, to fill any eroded holes in the channel floor with concrete and to develop a protective wall that would deflect the flow away from the canyon wall.

9

Cross sections received from the field indicated that the canyon wall had been undercut as much as 50 feet to the right of the projected right side of the tunnel. The model canyon wall was modified to represent this undercutting and the overhanging rock above the undercut section was stripped back, Figure 18.

To evaluate this proposal in the model, the right canyon wall and the channel floor downstream from the tunnel portal were remolded in a weak, easily erodible, sand-cement mixture. The erodible mixture was composed of aluminous cement which formed a con­crete that attained its ultimate strength in 24 hours. The strength of the mixture was such that it would begin to erode at a model velocity of about 1. 5 feet per second (fps). 2 / The cement- sand ratio of the mixture was 1:70, by weight, the water-sand ratio was 1:5, by weight. The procedure for placing the material was to mix the three ingredients thoroughly, and to tamp the mix­ture firmly in the model with a wood hand trowel. The mortar was placed to a depth of about 3 inches on the floor and 4 to 12 inches on the sidewall. The mixture was allowed to cure for a minimum of 24 hours before an erosion test was started.

A vertical deflector wall was the first protective device investi­gated with this model arrangement. The wall was placed to the right of the tunnel and extended 50 ·feet downstream from the tun­nel portal and converged about 8 feet toward the tunnel centerline, Figure 18. This wall would eventually serve as a backing for the right side of the permanent bucket.

Tests showed that this deflector wall failed to direct the water into the river and was ineffective in preventing undercutting. The flow impinged on the eroded area and tended to increase the canyon wall erosion downstream from the presently eroded area, Figure 18.

The deflector wall was revised by increasing the amount of deflec­tion at the end of the wall and by superelevating the floor, Figure 19. This revised wall accomplished the purpose of deflecting the water away from the canyon wall, Figure 19.

Although the model studies indicated that the superelevated deflector wall was satisfactory under the assumed eroded conditions, it was decided that, since the true shape and depth of channel bed erosion downstream from the tunnel portal were not known, an alternate scheme should he developed for use. The choice of the schemes would be made after the area was unwatered and the extent of erosion was determined.

2 /Appendix C, Fontana Project, Hydraulic Model Studies, Technical Monograph No. 68, Tennessee Valley Authority.

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The alternate scheme consisted of a low wall laid against the canyon wall along the curve of the eroded portion and extending downstream from the tunnel portal. A structure of this type was preferable to the superelevated structure because its removal after temporary use during the diversion period was unnecessary.

The first wall investigated was 250 feet long and 30 feet high and extended in.a long-radius curve from_ the tunnel portal to the point where the canyon wall breaks away from the right flpwline., Figure 20. In general, this wall was satisfactory for all flows, Figure 21. However, for discharges between 35,000 and 50,000 cfs at certain tailwater elevations, an unstable flow condition developed and caused the water over the entire width of the river to fluctuate in a harmonic motion. This phenomenon was caused by the tailwater alternately sub1p.erging the flow and being swept away by the high velocity flow from the tunnel. The resulting surges were about 15 feet high with a period of about 30 seconds. Action of this type would probably cause extensive damage to the cofferdam. Figure 22 comp.ares the flow conditions when the jet emerging from the tunnel is partially submerged by the high point of the tailwater surge and when the jet flows free during the low stage stage of the tailwater surge. In an attempt to eliminate the surging action, the curved wall was replaced by a straight wall that extended in a direct line from the right side of the tunnel portal to the down­stream end of the curved wall, Figure 2 3. Surges as large as those observed with the curved wall still persisted in the discharge range between 35, 000 and 50, 000 cfs.

Since the straight wall did not improve the flow conditions and the curved wall would require about 50 percent less concrete to con­struct, testing was continued using the curved wall. The surging action in the river was caused by the flow from the tunnel sweep­ing the water away from its path; this displaced water moved across the river in a surge, impinged on the left bank and was deflected back across the river toward the right bank where it again impinged on the flow emerging from the tunnel. It was rea­soned that if the flow in the river could be kept from impinging on the tunnel flow, the surging action would not start. Further test­ing showed that either a spur dike or wall placed about 150 feet from the canyon wall with its long axis parallel to the diversion tunnel centerline and extending about 150 feet downstream from the existing cofferdam prevented the unstable flow and resulted in satisfactory operation for the entire range of discharges.

To effect the repairs at the tunnel portal and canyon wall, this area must be isolated from the river by a cofferdam so that it can be pumped dry. The cofferdam will extend between the exist­ing main river cofferdam and the canyon wall about 300 feet down­stream from the tunnel portal. It was recommended that the spur

11

dike be the remains of this cofferdam. In other words, only that portion of the cofferdam near the canyon wall would be removed to allow passage of the diversion flow and the remainder would serve as the spur dike between the tunnel flow and the river chan­nel. Model tests of this scheme indicated that the dike was satis -factory and fairly stable but might require some riprap protection on the nose of the dike.

Instead of the curved wall, a wall consisting of three chords was used, Figure 24. This wall was found to be less effective than the curved wall but minor differences in performance were justi­fied by the lower construction costs. It was demonstrated by con­structing and later removing the downstream part of the cofferdam that the dike thus formed would be effective in preventing the har­monic motion surges in the tailrace for discharges in the 35, 000-to 50, 000-cfs range.

The wall consisting of the three chords, Figure 25 and the spur dike formed from the cofferdam were installed in the prototype. Subsequent operation of the diversion tunnel showed this scheme to be very effective in handling the diversion flows.

Spillway Approach Channels

The portals or gate control sections of the tunnel spiUways were located inland from the canyon rim to provide adequate rock cover for the tunnels and to obtain an exit angle into the river. Open cut approach channels extended from the canyon edge to the spill­way portals to provide flow passages between the reservoir and the tunnel spillways. The chanriels were unlined and, in plan, were in the form of moderate curves. The sides of the channels were excavated with 1 / 4: 1 side slopes and converged slightly to provide a gradual acceleration of the flow in the approach chan­nel. The approach channels were studied to determine the mini­mum size and optimum alinement that would provide smooth flow conditions at the gate control sections and spillway portals.

Left Approach Channel

Preliminary channel. --The preliminary left approach channel, Figure 26, had a bottom width of about 400 feet at the canyon rim and gradually converged to approximately 110 feet wide at the spillway crest. In plan, the left side of the channel followed a mild reverse curve; the right side followed a large-radius curve.

Extremely smooth flow conditions throughout most of the channel at maximum discharge indicated that the width of the approach channel was more than adequate. The only disturbances were in the form of eddies and reverse flow currents along the right

12

boundary. Figure 27. Flow velocities were generally higher in the right side of the channel than in the left. At the channel entrance, the velocity was 7. 3 fps near the right side, 4. 3 fps at the center of the entrance, and 2. 1 fps near the left side. At the spillway entrance, the velocity averaged about 15. 5 fps throughout the flow section. The velocity distribution in the preliminary approach channel is tabulated on Figure 2 6.

These tests indicated that flow conditions in the approach channel and particularly at the spillway gate section were entirely satis­factory. They also suggested that satisfactory flow conditions possibly could be obtained by reducing the length and width of the channel. Testing of smaller approach channels, therefore, was continued.

First revision. - -The channel width was reduced by moving the left wall in about 70 feet at the canyon rim and fairing it into the original wall about 100 feet upstream from the gate section. The right side of the channel was modified by using a short-radius curve at the canyon edge, thus providing a more curved and abrupt entrance, Figure 26.

Generally the flow in the revised channel was excellent. Flow disturbances along the left wall were negligible, Figure 28A. A comparatively large contraction occurred at the curved end of the right wall where the water surface was depressed 4 feet and eddy currents and reverse surface flow extended along the wall from the depressed water surface to the gate section. However, the effect of these eddy currents and reverse flow did not extend beyond the tunnel portal and the flow distribution in the portal transition was very good.

Second revision. - -Since excellent flow conditions still existed in the approach channel, it appeared that the channel width could be further reduced without adversely affecting the flow conditions. Accordingly. the left wall at the canyon entrance was extended downstream an additional 50 feet and faired into the original boundary about 50 feet upstream from the spillway entrance, Fig­ure 26. The right wall was further modified by using a longer radius curve at the canyon edge and a comparatively straight approach to the spillway entrance.

At the maximum discharge. the flow appearance in the channel was very good. A negligible rippling on the water surface near the left wall indicated that the reduction in channel width was near the optimum. The amount of contraction on the right side of the channel was still about 4 feet along the curve at the canyon entrance.

13

Eddy currents and reverse flow along the boundary were more prevalent, Figure 28B. However, these distrubances did not extend beyond the gate section and the flow appearance in the transition remained satisfactory.

Third revision. --The width of the approach channel was further reduced by moving the left wall an additional 20 feet downstream at the canyon rim; the right wall was not altered in this revision, Figure 26.

At the maximum discharge, standing waves emanated from the left wall and extended from the left wall toward the center of the channel in the direction of fl.ow. These waves were less than 6 inches in height and caused no adverse flow conditions in the tunnel. The water surface drawdown and reverse fl.ow eddies along the right wall were the same as those observed for the second revision. The appearance of the water surface in the channel at the maximum discharge is shown on Figure 29A.

Flow velocities in the channel were generally higher than the velocities in the preliminary channel due to the greatly reduced flow area. However, the velocities still tended to be higher on the right side than on the left. At the channel entrance, the veloc­ities near the right boundary were about 11. O and 8. O fps at the center of the channel, and 6. 1 fps near the left wall. Velocities immediately upstream from the gate section were comparatively uniform. The velocity distribution in the chan­nel is tabulated in detail on Figure 2 6.

Fourth revision. --The only undesirable feature in the revised left channel was the flow appearance along the right wall. Although detracting in overall operating appearance, the water surface draw­down at the upstream end and the reverse flow eddy currents between the point of draw down and the gate section did not affect the hydraulic characteristics of the entrance. The tests indicated that these conditions probably could be alleviated by modifying the right

, side of the approach channel. Therefore, the comparatively abrupt curvature of the right wall was cut back and replaced with a long­radius curved wall from the reservoir to the gate section. This change substantially reduced the length of the right sidewall, Figure 26.

The long-radius curve did not improve the fl.ow conditions along the right wall. At the maximum discharge, a 4-foot drop in the water level still occurred near the middle of the curved wall with eddies and reverse flow currents between the depressed water surface and the gate section.

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Recommended channel. --Although the long-radius curve did not change the fl.ow conditions on the right side of the approach, the chan­nel width at the canyon rim was considerably increased. Since pre­vious tests had shown that a comparatively narrow approach chan-nel was adequate, the width could be further reduced without upsetting the excellent flow conditions and a further reduction in the quantity of rock excavation would be accomplished. Therefore, the left wall was moved 20 feet downstream at the canyon edge and faired into the previously revised wall, Figure 30.

At the maximum discharge,. the flow appearance in the channel was satisfactory, Figure 29B. The fl.ow velocities at the channel entrance were more uniform and generally lower than the veloc­ities observed in the third revision; the average velocities at the canyon rim were 6. 7 fps near the right bank, 7. 8 fps at the center, and 6. 2 fps near the left bank. The average velocities immediately upstream from the gate section were 18. 1 fps on the right side, 16. 8 fps at the center, and 15. 1 fps near the left bank. Although the flow velocities at the gate section were slightly less uniform than those observed in the preliminary or third revised channel, the velocity distribution was considered entirely satisfactory. Additional flow velocities in the approach channel are shown on Figure 31.

Right Approach Channel

Preliminary channel. - -The arrangements of the preliminary right and left approach channels were similar. The gate section and tunnel portal of the right spillway were set a greater distance back from the canyon edge than the left spillway gate section. This difference permitted a more gradual or longer radius curve for the left wall of the right approach channel. The outside or right boundary of the right approach channel was in the form of a mod­erate "s II or reverse curve between the canyon edge and the gate section. The bottom width of the right channel was 460 feet at the canyon rim and reduced to about 110 feet wide at the gate sec­tion, Figure 3 2.

At the maximum discharge, the flow conditions in the approach channel were ideal. Flow along the right side was excellent except for small, very minor eddies at the channel entrance. The water surface was depressed a maximum of 2 feet along the left side where the curvature was greatest. Flow disturbances in the form of standing waves less than a foot high formed approxi­mately parallel to the wall. The approaching flow piled up to a height of 1 or 2 feet in front of the piers on each side of the spill­way entrance. This pileup was caused by a partial recovery of the velocity head of the flow striking the flat surface of the pier

15

face, Figure 33. Velocities at the channel entrance were about 3. 9 fps near the right side. 3. 7 fps in the center. and 4. 5 fps near the left side. In front of the spillway entrance. the veloc­ities were about 14. 6 fps on the right side. 15. 1 fps in the center. and 15. 8 fps on the left side. The velocity distribution for the maximum discharge in the preliminary channel is shown on Figure 3 2.

Because generally excellent flow conditions and comparatively uniform velocity distribution existed in the preliminary approach channel, the tests were continued on approach channels requiring less excavation.

First revision. --The preliminary channel was modified by moving the right boundary downstream about 100 feet at the canyon rim and fairing it into the preliminary boundary about 100 feet upstream from the gate section, Figure 32. The left side of the channel was not modified.

At the maximum discharge. the appearance of the flow in the chan­nel was very good, Figure 34; additional eddy currents developed at the upstream end of the channel near the right side. but these seemed to be caused by the shape of the natural topography rather than by the restricted flow passage. The flow pattern along the left side was essentially the same as that observed in the pre­liminary channel.

Observations using dye streams and floating confetti confirmed that flow conditions in the restricted approach channel were excellent and indicated that the channel width might be further reduced. ·

Second revision. --The right wall was moved 75 feet farther down­stream at the entrance and faired into the preliminary wall similar to the first revision. Figure 32. No changes were made to the left side.

Again. the appearance of the flow in the channel was very good, Figure 34. Surface disturbances appeared in the center and along the left wall of the channel. indicating that the channel width was near the minimum required for satisfactory flow.

Third revision (recommended). '--The right wall was moved down­stream an additional 30 to 40 feet at the canyon edge and faired into the original wall similar to the previous changes. Figure 30. No changes were made in the left wall.

The standing waves and surface disturbances first noticed in the previous revision at maximum discharge were more apparent.

16

Figure 34. However, the flow conditions were considered satis­factory since the water surface at the gate section was symmetrical without excessive disturbances.

Flow velocities in the channel near the canyon rim were about 6. 2 fps near the right side, 8. 5 fps in the center, and 10. 6 fps on the left side. Immediately upstream from the gate section, the velocities were about 14. 2 fps on the right side, 13. 2 fps in the center and 16. 9 fps on the left side. Additional flow velocities in the approach channel are shown on Figure 31.

Fourth revision. - -A comparison of the above flow velocities with those recorded for the preliminary channel indicates that a narrow approach caused a slight flow concentration on the left side of the approach channel. To alleviate this asymmetrical velocity distribu­tion and still retain the narrow approach channel, a small fill was placed in the upstream portion of the approach channel. The fill near the canyon rim sloped laterally from a height of 15 feet at the left bank to the original floor elevation on the right bank. The fill also sloped downward in the direction of flow to the original floor elevation about 120 feet upstream from the gate section.

The raised floor caused only a slight redistribution of the flow at the smaller discharges. At the maximum discharge, there was no noticeable difference in the flow except near the gate section where more surface disturbances in the form of waves and eddies were observed, Figure 36. These disturbances carried down­stream into the tunnel transition and caused a rough water surface and uneven flow distribution in the tunnel. Because of these undesirable flow conditions, the narrow approach channel with a horizontal floor (third revision) was chosen for prototype use.

The recommended approach channels were considerably shorter and narrower than those proposed in the preliminary plans. It was estimated that the reduction in the volume of rock excavation was about 440, 000 cubic yards.

Spillway Crest ( Overflow Section)

The right and left spillways are identical from the gate section to the horizontal tunnel. Each overflow section includes two symmet­rical 40-foot-wide flow passages separated by a center pier, Fig­ure 37. Flow is controlled by two 40- by 52. 5-foot radial gates. The Ogee section in each passage is· turned inward 6° to provide converging sidewalls and the center pier is tapered to provide a constant width of passage through the ogee section. The stream­lined nose of the center pier and the side piers extend upstream from the ogee section to assist in developing good flow condition in the control section. The radial gates seat 11 feet downstream

17

from the crest axis at an elevation 6 inches below the crest eleva­tion.

Since the two spillways are identical. certain model data includ­ing water surface profiles. piezometric pressures. and general flow characteristics in the tunnels- and transitions were obtained only in the left spillway. but apply equally well to the right spill­way. Although the two approach channels were slightly different. the flow appearance and velocity distribution at the gate sections indicated that the flow conditions in the two structures were similar.

Crest pressures. --Piezometers were placed in the overflow sec­tion along the centerline of the left bay of the left spillway. Since flow conditions were similar in the four bays of the two spillways. piezometers were not placed in the other bays. Pressure meas­urements made for free flow at the maximum discharge showed no subatmospheric pressures on the crest profile. The piezom­eter locations and pressures at each piezometer are shown on Figure 38. Pressures for gate controlled discharges were either near or above atmospheric. Figure 44.

Discharge capacity. --The discharge capacity of both spillways for controlled and free flow was determined from the model. The flow quantities were obtained with both spillways operating; for controlled flows. all four gates were equally opened. Several scattered points were obtained with only the left spillway operat­ing to determine if the flow through both spillways would be equal. At the points checked. the flow was exactly 50 percent of the quantity that had been measured for similar reservoir elevations and with both spillways operating.

The discharge capacity of one gate for free flow and for controlled flow at gate openings in 5-foot increments is shown on Figure 39. At the maximum design discharge of 138. 000-cfs per spillway. the reservoir elevation was 3710. 65. The discharge coefficient for the maximum flow was 3. 48 .

. Tunnel Spillway Transition

Preliminary. --The change in cross section from the rectangular spillway crest section to the 41-foot-diameter inclined tunnel was accomplished by a curved transition from the rectangular spill­way to a 50-foot-diameter circular tunnel followed by a section of tunnel tapering from 50- to 41-foot diameter. Figure 40. The horizontal projected length of the transition invert was about 101. 4 feet with a vertical drop of 94. 6 feet. The horizontal length of the tapered tunnel was 135. 9 feet with a vertical drop of 194. 1 feet.

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In side -elevation, the transition invert. spring lines of the upper and lower radii, and the crown of the transition were parabolic curves as shown on Figure 40. In plan, the sides converged in a straight line.

The invert of the tapered tunnel sloped downward at an angle of 55°. The top and sides of the tunnel converged lineally until the 50-foot diameter was reduced to 41 feet.

The center pier on the crest extended down into the transition section for a horizontal distance of 65 feet. The downstream end of the pier rose vertically from the invert for 3 5. 24 feet then extended to the roof on a line normal to the roof. The pier tapered from 8. 5 feet wide at the start of the transition to 5. 0 feet wide at the end. The nose of the pier was stream­lined, in plan, with a 15-foot radius and the downstream end of the pier with a 2. 5-foot radius.

Flow conditions in the preliminary transition were unsatisfac­tory. At the small discharges. up to about 50,000 cfs. a fin formed in the tunnel which. although not pleasing to the eye, caused no apparent difficulty. For flows between, 5 0. 000 and 100. 000 cfs the flow exhibited some instability downstream from the transition; however. the center fin had reduced in magnitude. For discharges greater than 100. 000 cfs. the flow instability increased considerably; a definite "hump" formed in the water surface near the top of the tapered tunnel section; and the flow appeared to separate from the sidewalls, Fig-ure 41. These observations indicated that the change in sec­tion was too abrupt.

Piezometers were installed throughout the walls and invert of the transition section, Figure 38. Pressure readings at piezometers located in the upstream end of the tapered tunnel indicated pressures in the cavitation range at the maximum discharge. Other piezometers in the sidewalls and curved corners of the transition showed subatmospheric readings during maximum discharge conditions; piezometers on the invert indicated above atmospheric pressures for all dis­charges. A complete tabulation of the pressures is shown on Figure 38.

Recommended transition. --Data from pressure measurements, water surface profiles, and general flow appearance were analyzed to determine what modifications should be made to the transition section to provide satisfactory operation. It was concluded that a curved transition approximately 50 percent longer than the preliminary would provide sufficient stream­lining to insure stable flow conditions. In addition, it was

19

reasoned that the pressures on the sidewalls of the tapered tun­nel would be improved if the convergence was accomplished with curved sidewalls tangent to the tapered tunnel rather than with straight sidewalls and an angular intersection with the tapered tunnel.

The recommended transition, Figure 42, had the same general appearance as the preliminary except that the side convergence was accomplished in a curve and the horizontal length was increased about 26 feet.

The flow stability in the modified transition was greatly improved. The general appearance of the water surface in the tunnel was not improved; the center fin that for med downstream from the center pier was still present at low discharges, but did not impinge on the roof or cause unsymmetrical flow in the tunnel. The fin was not present at flows greater than 75,000 cfs. At discharges greater than 75, 000 cfs the water surface drawdown at the side and center piers at the tunnel portal caused surface disturbances that carried down into the transition; this rough water surface did not create unsatisfactory flow conditions in the tunnel, Figure 43.

Piezometers were installed on the invert and sidewalls of the left tunnel transition in locations similar to the piezometers in the preliminary transition. The pressures obtained on the invert were the same as those observed in the preliminary transition. All pressures on the sidewalls where cavitation pressures had been observed previously were near atmospheric. A complete tabulation of the pressures is shown on Figure 44.

Since no pressures near the cavitation range were obs·erved in this transition, and since the flow appearance was satisfactory, the transition was chosen for prototype installation.

Forty- one-foot-diameter Tunnels

Downstream from the tapered section, the tunnel is 41 feet in diameter and follows the 55° slope for about 75 feet and then changes direction to the near horizontal tunnel with a 350-foot radius bend. The near horizontal tunnels continue for approxi­mately 1,080 feet for the left tunnel and 910 feet for the right tunnel, before emerging from the canyon wall, Figure 42.

Flow in the 41-foot-diameter tunnels was excellent at all dis­charges. The minor water surface roughness that was notice­able in the transitions and tapered sections had smoothed out in the first few feet of the constant diameter tunnel and continued smoothly through the vertical bend; consequently the flow in the horizontal .tunnel was also satisfactory.

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Piezometers were installed on the tunnel invert at intervals from the downstream end of the tapered section through the vertical bend. No subatmospheric pressures were indicated at any of the piezometers. The piezometers along the vertical bend showed the increased pressure due to the centrifugal force of the flow in the elbow; the maximum observed pressure in the elbow was equivalent to 88. 7 feet of water, approximately twice the hydro­static pressure.

Downstream Portal Transition

A transition was planned for the downstream end of each tunnel to guide the flow from the circular conduit to the rectangular channel between the tunnel portal and the flip bucket. Details of the preliminary transition. which was 70 feet long, are shown in Figure 45A.

The flow appearance in the transition was very good. However. piezometers along the lower corner of the transition indicated subatmospheric pressures in the cavitation range. Piezometers were installed as shown in Figure 45A. The piezometers along the bottom tangent line indicated above atmospheric pressures for the full length. The piezometers along the side tangent line showed above atmospheric pressures at the upstream end of the transition, 4 feet of water below atmospheric about 17 feet downstream from the start, and a steep increase to 13 feet of water above atmos­pheric at the third piezometer 11 feet farther downstream. The center row of piezometers indicated severe subatmospheric for the first 17 feet, the lowest pressure being 23 feet of water below atmospheric 3. 5 feet downstream from the start of the transition. The pressure 29 feet downstream from the start of the transition increased to about 26 fe-et above atmospheric;·pressures remained above atmospheric through the remainder of the transition. Figure 45A.

The subatmospheric pressures indicated that the change in cross section in the transition was too abrupt. Accordingly. the transition was modified so that it was 100 feet long with the centers of the radii on each side tracing a parabola, Figure 45B.

The appearance of the flow in the modified transition was excellent. Pressure readings from piezometers in locations similar to those in the preliminary transition were above atmospheric along the full length, Figure 45B. On the basis of these tests, the second transition was considered satisfactory for the field installation. However. during subsequent model investigations of the flip buckets downstream from the transition, it was determined that better bucket performance coulc:J, be obtained if the semicircular invert of the tunnel was continued downstream and allowed to intercept the upward curve of the flip bucket. This not only provided good

21

bucket performance, but eliminated the expensive formwork needed for the transition construction. The description of these investiga­tions is included in the following section.

Flip Bucket Investigations

Preliminary. --In the preliminary layout, ~1-foot-wide open ~hl:ln­nels extended downstream from the transitions terminating in flip buckets. The combined length of the open channel and flip bucket was 251. 5 feet in the. right tunnel and 280 feet in the left tunnel, Figures 40 and 46. The bottom slopes of the channels were the same as the circular tunnels. The inverts of the flip buckets con­sisted of segments of a 109. 92-foot radius circle. The flip angle of both buckets was 35° above the channel floor, or approximately 3 5 ° -12 1 above the horizontal, Figure 40.

Because of the difference in their alinements and lengths of the horizontal tunnels and open channels upstream from the buckets, the left ·bucket was 319. 64 feet farther downstream than the right bucket. This bucket arrangement was very desirable hy4~aulically because it spaced the spillway flow over a long reach of the river channel and prevented a concentration of the jets in a relatively small impact area.

The appearance of the flow from the left bucket was very good at all discharges. The jet cleared the flip bucket smoothly with no appre­ciable lateral spreading. However, the jet spread longitudinally and the length of its impact area was comparatively long, particu­larly for flows less than 50,000 cfs. Figure 46 shows the flow from the flip bucket for two discharges, which were representive of the full range of discharges.

The flow from the right bucket was also very good; the jet appeared similar to the jet from the left bucket, Figure 47. However, the alinement of the right tunnel was almost parallel to the canyon wall, and for spillway flows of 75,000 cfs and larger, the right side of the jet impinged on the canyon wall.

When both spillways were operating with a combined discharge of 150,000 cfs or less, the flow conditions were completely satisfac­tory. For· combined discharges greater than 150,000 cfs, the conditions were fair. During small discharges, the jet impact areas were independent of each other and the quantities involved were so small in comparison to the size of the river channel that no adverse flow conditions were noticed. During the larger discharges, the jet from the left bucket landed near the center of the river. well downstream from the structures; the jet from the right bucket landed near the right side of the river with part of the jet impinging on the canyon wall. The flow pattern resulted

22

in a concentration of flow along the right side of the canyon. Fig­ure 48. This flow distribution caused an eddy current ·to originate near the left side ·of the left jet and to move upstream under the jet toward the impact area of the right jet. The eddy current carried some of the riverbed material that was being churned up by the force of the jets landing in the river and was deposited in a sand­bar that extended across the river approximately in a line between the two buckets. The sandbar did not affect the spillway flow in the river but with no flow through the spillways and only the power­house in operation. the sandbar caused a 4-foot increase in the water surface elevation in the powerplant after bay.

First revision. --Before tests were made to determine the posi­tions of the buckets to obtain proper jet dispersion in the river. it was decided to eliminate the transition between the circular tunnel and the rectangular open channel by extending the circular tunnel until it intersected the vertical cur_ve of the flip bucket. Figure 49. Figure 50 shows the revised left channel and flip bucket.

With this arrangement. the flow seemed to diverge at the lip of the bucket and resulted in considerably more lateral dispersion of the jet. At the maximum discharge, the jet covered the entire left half of the channel at the point of impact. Figure 50. This lateral dispersion of the jet eliminated the eddy that formed with the preliminary bucket and prevented the upstream sandbar deposit. However. a wide, high sandbar formed downstream from the impact area.

Second revision. - - Based on the overall good appearance of the flow. coupled with the apparent cost advantages of eliminating the transition, the designers decided that the bucket with the circular invert in the channel should be used for both spillways. In addi­tion, the location of the buckets was changed, so that they would be more nearly opposite one another. by moving the left bucket 100 feet upstream and the right bucket 100 feet downstream.

At the maximum discharge, the two jets landed in practically the same impact area. However, the jets from both buckets impinged on the canyon walls to a greater extent than previously. There was extensive erosion of the riverbed but all of the disturbed material moved downstream. The water surface was much rougher than it had been with the preliminary buckets. Figures 51 and 52 show the flow appearance from the buckets.

Third revision. - - For the third revision. both buckets were moved upstream so that their vertical curve started 17. 72 feet down­stream from the tunnel portal. This arrangement resulted in a staggered impact area similar to that with the preliminary buckets.

23

The buckets were next moved upstream to the tunnel portals when subsurface exploration and field core drilling showed that the rock foundation on both sides of the canyon downstream from the tunnel portals was not as sound as expected.

In addition, the wall on the canyon side of each bucket was turned inward (toward the flow) 8 feet in a distance of 40 feet, Figure 53, and the opposite wall of each bucket was turned outward 4 feet in 20 feet.

With this revision, the jets landed in tandem and the deflection of the outer side of the jets was moderate for all discharges, Figure 56. The wall deflector caused the outside of the jet to rise vertically and fold over into the main body of the flow. The side of the jet next to the river was ragged and dispersed. The jets became more compact as the discharge increased. Figures 54, 55, and 56 show the flow conditions for several discharges representing the complete range of operation.

At the maximum discharge, surges in the river channel developed and caused a 6- to 8-foot variation in the water level in the power­house after bay. This condition seemed to originate when a wave caused by the impact of the right jet moved diagonally upstream toward the left bucket, passed under the left jet, and reached the end of the bucket. The wave then rose to bucket lip and struck the lower surface of the jet causing the jet to depress. The depressed jet created another wave that moved toward the right bucket where a similar action would take place. This alternating action continued with the waves becoming progressively larger and eventually extending upstream into the powerhouse afterbay. Occasionally. an irregularity in the periodicity of the action would cause it to stop for short intervals. Although this action would have to be cor­rected before a bucket would be acceptable, it was decided to proceed with the tests to develop the wall deflectors.

Fourth revision. - - Before making major revisions of the flip buckets, several quick tests were made with several wall deflec­tors. These included deflectors having a width of 4 feet in the left bucket and widths of 6 and 7 feet in the right bucket. The diverging walls in the buckets were not changed.

Based on the results of these tests, the fourth revised buckets were developed. The wall deflector of the right bucket was main­tained at 7 feet wide by 40 feet long; the diverging wall remained at 4 by 20 feet. In the left bucket, the 4- by 40-foot converging wall was extended downstream an additional 30 feet making a deflector 7 feet wide and 70 feet long; the 4- by 20-foot diverging wall was unchanged. Figure 57 shows the revised buckets.

24

The converging left wall of the left bucket had been extended an additional 30 feet downstream as a result of model studies on the tunnel plug outlet works, 3 / which were being conducted simul­taneously with this study:-- During initial construction. the river­flow will be passed through the diversion tunnels. Figure 7. After the concrete dam has been constructed to a predetermined elevation, the right diversion tunnel will be permanently plugged at the vertical bend, Figure 3. and the riverflow will be diverted through the left tunnel. This flow will be controlled by three 7-by 10-foot high-pressure slide gates installed near the vertical bend. Figure 58. Unsymmetrical operation of these gates caused the flow to swing from side to side of the tunnel. Figure 59. For certain combinations of head. discharge, and gates in use. the jet leaves the flip bucket at an angle and impinges on the canyon wall. The 30-foot-long extension of the deflector was found neces­sary to prevent the jet from striking the canyon wall.

The flow from the revised flip buckets was very good. A small part of the jet from the right bucket struck the canyon wall at flows less than 50,000 cfs. but the impingement was not severe since the direction of flow and alinement of the walls were nearly parallel. At the larger discharges, the deflector directed the jet away from the canyon wall. In the left bucket. the deflector directed the flow away from the canyon walls at all discharges. The portion of the jet that impinged on the deflector rose vertically along the wall, in effect forming an L- shaped jet. This jet shape caused a concentration of the flow in the river at the impact point but flow conditions were satisfactory except at the maximum dis­charge. At the maximum discharge. the jet was compact at the point of impact and set up an eddying action that caused erosion of the riverbed; however, since the eddies did nnt exfend upstream this was not considered objectionable.

The wave action depressing the jets downstream from the buckets also occurred with these revised buckets. The action was similar to that previously described except that the waves were higher, reaching heights equivalent to 50 or 60 feet midway between the buckets and about 15 feet high (in the form of slow surges) in the pow erp lant after bay.

Fifth revision (recommended). --At this stage of the model investi­gations, excavation at the damsite had shown that the rock founda­tion was not as extensive as originally indicated and the small ridge of rock behind the river wall of the buckets could not be relied upon to take the hydraulic loads transmitted by the walls. Possible bucket modifications included placing the buckets on firm rock by moving the buckets upstream into the tunnels or reducing the load

3 /Air and Hydraulic Model Studies of the Left Diversion Tunnel Outlet Works for Glen Canyon Dam. Report Hyd-468.

25

on the walls either by reducing their height or reducing the overall size of the buckets.

Temporary modifications of the buckets were made and tested to determine which of the above changes was most effective. These exploratory tests showed that the buckets could be moved upstream the necessary 20 feet, but that no significant changes should be made in their radius of curvature, angle of flip or length.

The amount of deflection on the left wall at the lip of the left bucket was increased from 4 to 7 feet to provide better protection against the jet impinging on the canyon wall. As determined from the left Diversion Tunnel Outlet Works tests, the 30-foot extension beyond the end of the bucket was retained, making the total amount of deflection at the end of the wall 12 feet 3 inches.

The exploratory tests also indicated that the river wall of the bucket could be reduced in height. When the portion of the wall above the tunnel springline was removed from the model bucket, reducing the wall height by more than 20 feet, flow from the river overtopped the wall and interfered with the jet during spillway discharges greater than 75,000 cfs. When the wall height was raised 5 feet above the springline, flow from the river did not overtop the wall at any spill­way discharge. Although the depth of water in the bucket was greater than the height of the wall, the flow velocity was sufficiently high that very little lateral expansion of the jet occurred.

The buckets were rebuilt to incorporate most of the desirable features determined during the temporary modifications and dis­cussed above. Both buckets were identical except for length of canyon wall, Figures 60-63, and consisted of the following features. The invert radius was 108. 95 feet with the PC's located at the tun­nel portals; the length of each bucket, from the PC to the lip, was 67. 50 feet; and the lift or change in elevation was 23. 43 feet. The outside walls converged 7 feet toward the centerline in 40 feet and the convergence started 30 feet downstream from the portals. The inside walls diverged 4 feet in a distance of 40 feet; the divergence was accomplished by an arc segment of a 202-foot radius circle starting 30 feet downstream from the tunnel portal. The outside wall of the left tunnel extended downstream 32. 5 feet beyond the lip of the bucket at the same rate of convergence. The outside wall of the right tunnel and the inside walls of both tunnels terminated 2. 5 feet downstream from. the bucket lip. The tops of the inside walls of both tunnels were about 6 feet above the springline of the tunnels. The tops of the outside walls were 2 feet high at the portal and sloped upward on a 33. 47 percent slope.

A total of 32 piezometers were installed in the left bucket--6 in the invert, 17 in the left wall, and 9 in the right wall, Figure 64.

'

26

The performance of these flip buckets was excellent in every respect. At maximum discharge, the jets leaving the buckets were very compact, and at their impact point the jets from the two buckets covered the width of the river channel in such a man­ner that there was no return flow along either bank, under the jets, or in the center of the channel. Some return flow occurred along the banks with the smaller discharges, but the eddies did not extend far enough upstream to erode the river banks or channel bottom in the tailrace area. Figures 60, 66, and 67 show flow conditions with the recommended buckets.

Top profiles of the jets for maximum discharge were obtained for the purpose of determining whether the powerlines in their proposed location over the river channel would be endangered by splash and spray. The profiles, shown on Figure 68, indicated that relocation of the power lines was unnecessary.

Pressure measurements were obtained at the maximum discharge and three smaller discharges as an aid in the structural design of the buckets and to determine whether any cavitation pressures were present. These measurements indicated that the highest pressures would occur along the invert at Piezometer 1 at maxi­mum discharge and would be equivalent to about 211 feet of water. The lowest observed pressure occurred at Piezometer 26, and was equivalent to 7. 6 feet of water below atmospheric. The pres­sure readings are tabulated in Figure 64.

The performance of the fifth revised flip buckets was satisfactory in all respects and they were recommended for prototype installa­tion.

River Outlets and Powerplant Afterbay

The river outlets and the powerplant afterbay tests are necessarily grouped together since flow from the river outlets affects the flow conditions in the afterbay. These investigations were concerned with dispersing the flow from the outlets with minimum flow disturbances in the afterbay and minimum riverbed erosion. The minimum size riprap protection in the afterbay area was also determined.

River outlets. --The river outlets are four 96-inch hollow-jet valves located on the left side of the river 150 feet downstream from the machine shop, Figures 2 and 69. The outlets will be used principally to maintain the minimum downstream riverflow before the power­plant is in operation and to control storage in the reservoir during the flood seasons after the right diversion tunnel is closed. In the latter instance, the valves will be used in conjunction with the tunnel plug outlet works. The valves will also be used to supply sufficient releases during floods which approach the magnitude of the ultimate design flood. The maximum discharge Cc!pacity of the four valves is only 15, 000 cf s due to the velocity limitations in the conduit. The

27

comparatively large valves are needed because it might be neces­sary to release the maximum discharge at very low heads during initial operation. At high reservoir elevations the valves will be operated only at partial openings. In the preliminary layout, the valves were horizontal and parallel in plan with all centerlines at the same elevation.

The jets from the valves, in effect, landed as a unit and caused considerable disturbance at the point of impact, Figure 70. The churning action of the jets eroded the riverbed at the point of impact and displaced large amounts of material. The eroded material moved in the direction of flow and formed a sandbar, semicircular in plan, downstream from the jet impact area. After 1 hour of operation (model time) this semicircular sandbar had extended across the width of the river channel and had moved 200 to 300 feet downstream from the jet impact area. The height of the deposited material was about 8 feet higher than the original bed. As the sandbar built up, it turned part of the flow,. causing eddies to form on each side of the impact area. On the right side, a clockwise eddy formed and moved upstream toward the tailrace, passed in front of the powerhouse, then moved downstream, and re-entered the area where the jets were striking. On the left side, a counterclockwise eddy formed and moved toward the left canyon wall, turned, flowed upstream along the wall, and re-entered the jet impact area.

The riprapped apyori in front of the powerhouse was represented in the model,by<a concrete surface. Initially, the eddies carried some of the eroded riverbed material onto this concreted surface; as the action progressed, the eddy removed material from in front of the .concreted surface. The erosion in this area after about 3 hours operation of the outlets is shown on Figure 70. The over­all severity of the erosion and the formation of large eddies indic­ated that modifications of the flow pattern from the river outlets Wt=.re necessary. ,·

/To determine if the erosion pocket in the afterbay would eventually stabilize, the deeply eroded areas adjacent to the concrete apron were filled with sand and the downstream sandbar removed until the riverbed was at elevation 3130±. The deep hole that was eroded by the impact of the jets was not filled. The water level in the model tailbox was slowly raised until the tailwater eleva­tion was at 3144; then the river outlets were opened to discharge 15,000 cfs. Almost immediately the same eddy action started and after a few minutes the flow pattern and eroded areas were identical to those observed in the first test.

The concrete apron downstream from the powerhouse was removed from the model and replaced with 3 /4- to 3 /8-inch gravel, repre­senting 30- to 36-inch prototype riprap. Sand representing the erodible material in the river was extended upstream to the riprap.

28

Operation at 15, 000 cfs showed the same eddy patterns as observed in the previous tests. The erosion after 3 hours' operation also was similar; all of the loose bed material along the downstream edge of the riprap was removed by the eddies but none of the riprap was dis­placed.

To disperse the jets from the valves over a wider area, the valve alinement was modified by turning the three right-hand valves to the right. The left (No. 4) valve alinement was unchanged; No. 3 valve was turned 5° to the right, No. 2 valve 10°, and No. 1 valve 15°, Figure 71A. Spreading the jets helped the flow pattern considerably. After 5 hours' (model time) operation, the eddies and erosion were reduced over that observed with the original alinement after 1 hour's operation. There was no movement of the riprap in the afterbay area. However, the riverbed material that eroded from the impact area moved downstream and formed a sandbar across the river approximately on a line between the two flip buckets. When the river outlets were shut down and the only flow was through the power­plant, this bar became the water-level control and raised the water surface elevation at the powerhouse about 5. 3 feet above normal tail­water elevation.

To further disperse the flow from the river outlets, the angle between the valves was increased an additional amount. The left valve was unchanged; the second, third, and fourth valves from the left were turned to the right of their original alinement 7-1 / 2°, 15°, and 22-1 / 2°, respectively, Figure 71B.

The model was then operated with 15, 000 fs through the valves, 32, 000 cfs through left spillway, and 24, 00 cfs through powerhouse; the jets were well dispersed, Figur 71. Eventually the flow pattern became the same as described in the original tests, but since the flow was more dispersed the length of time required to attain this flow pat­tern was longer. The riverbed erosion at the end of 10 hours' model operation was similar to that obtained in the previous test; the eroded material formed a sandbar far downstream from the flip buckets, Figure 72. The top of the sandbar was at elevation 3047 and caused the tailwater elevation to be 5 feet above normal during subsequent runs with only the powerhouse in operation. Some of the riverbed material that was disturbed by the jets moved upstream with the clock­wise eddy and was deposited on the riprap apron of the afterbay, Fig­ure 72. Examination showed that this material came from the area along the right riverbank between the riprap and the right tunnel portal. It was estimated that close to 35, 000 cubic yards of material moved into the tailrace.

The deposition of riverbed material on the riprap apron might entail costly maintenance problems; therefore, methods of preventing the deposition of material were investigated in the model. The first method consisted of preexcavating the area along the right riverbank,

29

where previous model tests had indicated that most of the river material had originated. Figures 73 and 74A show the outline of the preexcavated area.

The model was operated (left spillway--32, 000 cfs, outlet works--15, 000 cfs, and powerplant--24, 0-00 cfs) for 8 hours and examined to determine the amount of riverbed material that had moved into the tailrace area. Very little material was deposited so the opera­tion was continued for an additional 8 hours. Figure 74B shows the appearance of the tailrace after 16 hours' operation. No additional riverbed material had moved into the tailrace. This corrective method involved the removal of approximately 30, 000 cubic yards of riverbed material a costly undertaking.

The second method of preventing the deposition of material on the riprap was by regulating the discharge through the valves. This method consisted of operating the two left-hand valves (No. 4 and No. 3) for as long as possible to direct the outlet flow downstream and to limit the operation of the two right-hand valves to only when large releases were necessary. For the model investigation of this method, the riverbed was reformed as shown in Figure 74A and the model was operated with 24, 000 cfs through the powerplant, 32, 000 cfs through the spillway and 7, 500 cfs through the two left-hand valves. At the end of 7 hours' operation, an equivalent of approximately 5,000 yards of material had moved onto the riprap; most of the movement had taken place during the first 2 hours of operation so a longer test was deemed unnecessary. Figure 74C shows the tailrace area after this test.

This method of preventing excessive sedimentation in the tailrace was considered satisfactory. Although it was less effective than the first method, the second method was adopted over the first method which was considered too costly for the improbable flow conditions that would require operation of all four outlets.

The riprap in the tailrace had been subjected to over 30 hours I opera­tion during these tests without being disturbed. This indicated that the size of riprap in this area might be reduced. Originally the speci­fications called for 30- to 48-inch-diameter rock; in· the model these were represented by stones 3/8- to 3/4-inch in diameter. This rip-, rap was replaced by stones 1/4- to 3/8-inch in diameter, represent­ing prototype rock 18 to 24 inches in diameter. The smaller size riprap was in place during the two tests to determine ~ method of reducing the sedimentation in the tailrace. There was no movement of the riprap during these tests; some settlement or consolidation was apparent but easily identified individual stones were noticed in the same places after each test.

These tests showed that the riprap in. the tailrace could consist of rock 24 to 30 inches in diameter, rather than the 30- to 48-inch­diameter rock originally specified. However, because of sub­sequent design and cost considerations, a concrete slab was placed in the powerplant tailrace instead of the riprap.

30

Water surface drawdown--Spillway operation. --A major concern relative to the operation of the structure was the lowered tailwater elevation at the powerhouse during operation of the spillways. The reduction in water surface elevation or "draw down" was caused by the ejector action of the jets striking the river and forcing the water downstream; the upstream water was drawn into the jet impact area to replenish the ejected water# resulting in a depressed upstream water level.

Approximately 3,000 feet of river channel downstream from the powerhouse was represented in the model. The estimated solid rock boundary of the river channel had been placed in concrete and the sand and gravel of the riverbed were represented by sand placed on the concrete. In this manner. the stable riverbed and the erodible bedload deposits were represented. The estimated solid rock outline and the extent of sand deposits in the river were obtained from field drawings. The river outline was established from specification drawings.

In preparing the model for determining the water surface drawdown, the sand bed was leveled and lightly compacted, and the riprap cover was placed in the tailrace. The operating procedure was to discharge 24, 000 cfs through the powerhouse and to pass a known flow through the spillways. The tailwater elevation corresponding to the com­bined flows was set by the tailwater control gate at the downstream end of the tailbox. When the water levels had stabilized the water surface elevation in the tailrace 20 feet (prototype) downstream from the powerhouse was recorded. The difference between the recorded and the normal tailwater elevations was the amount of draw down.

The water surface did not have a uniform slope between the two sta­tions; the surface sloped slightly downward from the powerhouse to the point of impact of the jets where there was an abrupt increase in the water level and an area of extreme turbulence followed by a mild slope from the turbulent area to the tailgate control.

The water surface drawdown was determined for the range of spill­way flows from no flow increasing to the maximum discharge in increments of 50,000 cfs, and then in decreasing increments to no spillway flow. The fluctuation in water surface at the power­plant was also measured. The drawdown in the increasing-flow cycle was greater than that recorded in the decreasing-flow cycle because of the difference in riverbed erosion.

Three theoretical tailwater elevation curves were available. Fig­ure 75. These curves were contained in the report, "Tailwater and Degradation Studies- -Colorado River Below Glen Canyon Dam, "

31

prepared by the Hydrology Branch. The three curves were (1) ini­tial conditions, (2) after channel degradation, (without Marble Canyon). and (3) with Marble Canyon Dam, (no channel degradation). The first curve represented initial operation without backwater effects from Marble Canyon and before channel degradation down­stream from Glen Canyon Dam. The second curve assumed that clear water releases from Glen Canyon had caused downstream channel degradation, resulting in a lower water surface elevation. The third curve assumed that backwater from Marble Canyon Dam affected the tailwater elevation and no downstream channel degrada-­tion had occurred. The third curve was used in the tests to deter­mine the water surface drawdown.

The tailwater elevations at the two stations, the water surface draw­down between the two stations, and the water surface fluctuation at the powerplant are shown on Figure 7 6.

Before erosion the maximum drawdown occurred for a combined flow of 300,000 cfs; the amount of drawdown was 30 feet. The maximum water surface fluctuation of 5 feet occurred during the maximum discharge.

A water surface drawdown curve was also obtained without the sand placed on the concreted solid rock outline of the riverbed. Th.is curve was almost identical with the drawdown curve after degradation. One run was made at maximum discharge with the downstream tailwater elevation corresponding to Curve 2 on Fig­ure 75 (after channel degradation, without Marble Canyon). The controlled downstream and observed upstream tailwater elevations were 5 feet lower than for the previous tests, suggesting that the amount of water surface drawdown would be the same for any of the three tail water conditions.

One measurement was made with the left spillway discharging 138,000 cfs and no flow through the right spillway. For the three tailwater conditions. the water surface drawdown was slightly greater than when the combined discharge of both spill­ways was 138,000 cfs.

The same series of water surface drawdown tests were made with 15,000 cfs discharging through the river outlets, 24,000 cfs through the powerhouse. and both spillways operating. In general, the operation of the river outlets increased the drawdown about 1 foot; this was true for the full range of spillway discharges and for before and after riverbed erosion.

32

Limited investigations were made to determine the effect on the upstream water surface elevation after the spillways had operated at a combined flow of less than 100,000 cfs for relatively short time periods. The model tests consisted of preparing the river­bed to represent the predegradation conformation (8-10 inches of sand on top of the concrete). Flow included the spillway discharge plus 24,000 cfs through the powerhouse and, in some tests. 15,000 cfs through the river outlets. For spillway discharges up to 75,000 cfs, the spillway jets eroded the riverbed material forming a sandbar downstream from the impact area. The loca­tion and size of the sandbar depended on the _spillway discharges. After the spillway flow was shut down, the sandbar controlled the upstream water level for powerhouse and outlet flows and for all spillway discharges less than the discharge that had formed the sandbar. This sandbar increased the water surface elevation at the powerhouse by 5 feet for lesser spillway flows and for powerhouse operation only.

A sandbar also formed for spillway discharges greater than 75,000 cfs. It was not possible to record conclusive tailwater data in the model because the sandbar moved rapidly downstream. After 2 to 3 hours of model operation, the sandbar had moved beyond the model tailgate and no longer controlled the tailwater level. These results are only qualitative because the sandbar would control the tailwater for discharges above 75,000 cfs if a longer reach of the downstream river channel had been included in the model.

Water surface drawdown in powerplant afterbay. --A cost analysis indicated that it would be less expensive to place an 8-inch-thick concrete apron in the powerhouse afterbay rather than the riprap. To assist the designer in determining the number of weep holes necessary to relieve uplift pressures on the slab, water surface profiles for various operating conditions were measured.

Five electronic water-level measuring gages were placed on the center of the river channel between the powerhouse and the down­stream tailwater control. Water surface variations at the five sta­tions were simultaneously recorded on a Sanborn recorder so that the change in water surface with respect to time could be obtained. The water-level gages were arranged so that gages one through five were 53, 96, 210, 340, and 3, 000 feet downstream from the power­house. The concrete apron will extend about 250 feet downstream from the powerhouse.

Three different operating conditions were tested. In Test 1, the powerplant was operating at 24, 000 cfs with the tailwater stabilized at elevation 3146. The four river outlets were opened over a period

33

of 8 minutes (all values are prototype). ultimately discharging 15, 000 cfs, giving a total flow of 39,000 cfs. Operation was con­tinued at this flow for about 7 hours. The recorded water surface profiles with respect to time. Figure 77. showed that at Stations 1 and 2 the water surface dropped about 1 foot in the first 45 minutes, dropped another foot in the next 75 minutes, and stable for the remainder of the test. The water surface at Station 3 dropped 1 foot before the valves were fully opened, increased to the original eleva­tion during the ensuing 15 minutes, then gradually dropped about 5 feet during the next 200 minutes, and then fluctuated between 4 and 5 feet for the remainder of the test. The water surface at Station 4 dropped 3 feet as the valves were opening. recovered about 1-1/2 feet during the next 10 minutes. then gradually dropped about 3-1/2 feet over the ensuing 60 minutes. at which time the measuring device became inoperative due to a sandbar that formed directly under it. The water surface at Station 5 raised 1 foot during the time the valves were being opened, then remained constant for the duration of the test. which represented the normal rise in tailwater elevation for this increase in discharge. This test showed that for this operating condition. the most critical period for uplift would be while the valves were being opened and the drop in the water surface at the end of the apron would be about 2 feet.

In Test 2 the powerhouse was discharging 24. 000 cfs with the tailwater stabilized at elevation 3146. The four spillway gates were opened at the rate of 2 feet per _minute (fpm) until the com­bined spillway flow was 15,000 cfs. This flow was used because it was the minimum discharge at which the jets swept out of the flip buckets. This operation was continued for about 2 hours; then the spillway flow was increased to 30,000 cfs and continued for about 1-1 / 2 hours. The spillways were then slowly closed over a period of about 1 hour; the test was continued for an additional hour with only the powerhouse operating.

The water surface profiles. Figure 77. indicated that the water level at Station 1 rose less than 1 foot in the first hour and then remained constant until the spillway flow ceased. At Stations 2, 3, and 4 the water level rose 1-1/2 feet in the first hour. remained constant until the spillway flow increased to 30, 000 cfs, then drop­ped about O. 25 foot and remained constant until the spillway gates were closed. The water surface level at Station 5 increased 1. 5 feet as the spillway discharge increased to 15, 000 cfs. remained constant until the spillway flow was increased to 30, 000 cfs when the water level raised an additional 1. 5 feet. The water level at Station 5 dropped as the spillway flow was shut off.

This test indicated that there should be no uplift problem during this operating condition.

34

In Test 3, the powerhouse was discharging 24, 000 cfs with the tail­water stabilized at elevation 3146. The left spillway gates were slowly opened until the spillway discharge was 29, 500 cfs, repre­senting the maximum discharge of the tunnel plug outlet works. Operation was continued at this flow until the tailwater had stabilized; then, the powerhouse flow was slowly shut down. The tailwater was again allowed to stabilize; then the river outlets were slowly opened until they were discharging 15, 000 cfs. This operation was continued for approximately 80 minutes; then the river outlets were slowly closed.

The recorded water surface profiles, Figure 77, showed that the water level at Stations 1 through 4 would increase about 1 foot as the spillway flow increased. When the spillway flow reached 29, 500 cfs, the water level slowly dropped about 1. 5 feet over a period of 45 minutes. When the powerhouse flow was shut off, the water level at Stations 1 through 4 dropped about 4 feet in a period of 10 minutes. The water level was stable at these stations until the river outlets were opened. As the river outlets were opened, the water level dropped 2 feet at Stations 1 and 2 and 5 feet at Sta­tions 3 and 4. During the first 25 minutes of the river outlet opera­tion, the water level rose about 1. 5 feet at Stations 1 and 2 and 2. 5 feet at Stations 3 and 4. When the river outlets were closed,, the water level rose about 2. 5 to 3. 5 feet. The water level at Sta­tion 5 increased 3 feet as the spillway flow increased, dropped 2 feet when the powerplant was closed, and rose 1. 5 feet when the river outlets were opened.

Test 3 indicated that for this operating condition the slab should be designed to provide for a water pressure differential of 3 feet when the river outlets were initially opened.

35

en TABLE I en

I\)

PROTOTYPE SPILLWAY VELOCITY COMPUTATIONS :---- Sta. 20 + 00 I

v-+-----E .G. L. + Losses ( El. 3712.0) --rr----------------------,--- DATA -==-= E . G. L. -- I " II

- - 1 ~ I ----- .... , i-c-----Head loss hf I. Max. w.s. El. 3712.0. --- I ~ -----~ t - - 1 ~ ----Sta. -- --- 2. Max. Q = 142,000 c.f.s.

I I I 3, Critica I depth at Sta. 20 +32.33. ~ I • 11 II / .,-Sta. 1<---Veloc1ty head hv 4. Roughness coefficient "n II

estimated to be 0.014, ,,. _,,. I

5. For diameter of tunnel see figure. ~< ~ d I , ,,,., n El I

\ -- I

<\ ,,. i- -.J<!-..:-==·===-=-{·:::.. ~// ~ :.C-,--dn cos e ~ I ~ 1 Tunnel Portal-- ....

FORMULAS e = 55° --~ 1 ~ k---- Sta. 26 + 11.72 :

-'-------~ : : V = ~ ; - v2 . n2v2

hf= Sav L El. 3137.4--- ~ I

J ~=--=--=-I hv - 2g' s = 2.200 r 47s ;

___ .:\. ______

I 2 3 4 5 6 7 8 9 10 II 12 13 14 IS

r hf dn cos e Elevation

St-at ion Elevation dn dn cos e A V hv r s Sav L hf +hv, + L ht + @

20+32.33 3642.9 46.08 46.08 1843.2 38,52 23.04 13.95 0.003924 - - - - 69.12 3712.0

21 +46.38 3543.5 34.91 20.02 1462.5 97.09 146.37 14.80 .025939 0.014931 153.89 2.30 2.30 168.69 3712.19

22 + 10.91 3451.3 30.20 I 7.32 1148.7 123.62 237 .30 13.23 .043340 .034640 112.49 3.90 6.20 260.82 3712._12

22 +75.43 3359.2 28.45 16.32 982.7 144.50 324 .23 12.16 .066319 .054830 112.49 6.17 12.37 352.92 3712.12

23 +26,24 3286.6 26.30 15.09 894.3 158.78 391.41 11.73 .083893 .075106 88.58 6.65 19.02 425.52 3712.12

24+ 50.20 3177. I 24.17 21.42 810.2 175.26 478.92 11.28 .108154 .096025 167.38 16.07 35.09 535.43 3712.63 -26+ 11.72 3137.4 23.80 23.80 793 .4 178.97 497.36 11.19 .113680 .110917 167.38 18.56 53.65 574.81 3712.21

28+11.72 3136.7 24.25 24.25 811 .9 174.89 474.95 11.28 . I 07257 .110468 200.00 22.09 75.74 574.94 3711.64

32 + II. 72 3135.3 25.15 25.15 848.9 167.27 434.46 11.48 .095886 .101572 400.00 40.63 116.37 575.98 3711 .28

34+ 51 .72 3134.2 25.70 25.70 870.8 163.08 412.97 11.60 .089838 .092862 240.00 22.29 138.66 577.33 3711.53

Column 3 assumed I'

:0 1"11 'O 0 :0 -t :I: -< !=' ~ en IO

·-0)

TABLE 2 0) I\)

k-----Sto. 0. 000 I

I: 63.48 MODEL SPILLW~Y VELOCITY COMPUTATIONS I

v-!----E.G.L. + Losses (El. 100.000) ----1---------------l

- ~ EGL--- II II -=--=- , ~, -..:-:..._:_ 1. :-,C---Head loss hf -- I ~I - -- DATA --- , ' -·-St-a. ------

':& I ,,. ~ I I. Max. W .S. El. assumed to be 100.000.

,,. ~ ,-Sta 1 11 11 ... -( ~ , ,. · ~----Velocity head hv 2. Max. Q = 4.422 c.f.s.

' . --dn. I 3. Critic a I depth at Sta. 0.510 1•

< : .... _________ ')'. __ 4. Roughness coefficient II II

estimated 0.010. n \ \ ,. -, - ---------1-- 5. For diameter of -tunnel use model scale on fig.

;I-,, ,~ "-----d. cos. e 8 1/55° ~ Tunnel Portal------->l

t ~ I<----- I - ----- ! -sta. 9.633 : FORMULAS

El. 90.950--- ~~' JS ;J v=%; - v2 . - D2ll2 ; hf= Sav L hv - 2g ' S - 2.208 r 413 _::\._ - ----= - -- -- lJ I

I 2 3 4 5 6 7 8 9 10 11 12 13 14 15

Sav Lhf dn cos a Elevation

Station Elevation dn dnCOS 8 A V hv r s L hf + hv+ Lhf +@)

0.510 98.911 0. 726 0. 726 0,457 4.·84 0.363 0.220 0.0080 - - - - I .089 100.00

2.305 97,346 .553 .3 17 .365 12 .12 2.28. .234 .0461 .0270 2.423 0.0655 0.0655 2.662 100.01

3.321 95.895 .480 .257 .288 15.35 3.66 .209 .0861 .066 I 1.771 .1170 .1825 4.099 99.99

4.337 94.444' .455 .261 .248 17.83 4.94 .192 .1300 .1080 I. 771 .1913 .3738 5.575 100.02

5.138 93.301 .423 .243 .227 19.48 5.89 .187 .1607 .1453 1.395 .203 .5768 6. 710 100.01

7.092 91.577 .392 .347 .208 21. 26 7.02 .180 .2014 .1810 2.636 .477 1.0538 8.421 100.00

9.633 90.950 .390 .390 .207 21.36 7.09 .180 .2033 .2023 2.636 .534 1.5880 9.0.68 100.02

11.995 90.941 .402 .402 .215 20.57 6.57 .182 .1857 .1945 2.362 .459 2.0468 9.019 99.96

12.784 90.939 .408 .408 .218 20.28 6.39 .183 .1793 .1825 0.789 .144 2.1908 8.989 99.93

19.082 90.917 .438 .438 .237 18.66- 5.41 .189 .1453 .1623 6.299 1.022 3.2128 9.061 99.98

22.862 90.900 .460 .460 .250 17.69 4.86 .193 .1270 .1361 3.780 .514 3.7268 9.047 99.95

Column 3 assumed

I

:u l'Tl 'V 0 ;:o --1 :z: -< p

.f> m IJ)

St. George UTAH -----------

ARIZONA

. I M O H A V E

.--~:\~ ·-i.f .

[ ___ j .,,p.DO , •. or. r CO" ,

J"..,___, 1 GRAND r·

MOHAVE

10

~J _j

10

SCALE OF MILES

20

C 0

KEY MAP

C

E

FIGURE I REPORT HYO. 469

A y

L 0

s A N

A N

. ------·r-ADDEO THE LOCATION OF THE COMMUNITY SITE AT GLEN CANYON DAM

ADDED OUTLINE OF RESERVOIR

UNITED ,STATES DEPARTMENT OF THE INTERIOR

BUREAU OF REC'-AMATION

COLORADO RIVER STORAGE PROJECT MIOOLIE lf/VER•OIV.--GLEN CANYON UNIT- ARIZ.-UTAH

Gt.EN CANYON DAM LOCATION MAP

OENVtER, COLORAOO - AUIJ. l, /SJl!UII

~ ~

"

~

~, ~

+ Axis sta. 10+00--­N. 2,160,875

E. 626,580

...__.

_____ ,...

it1v£ft vo +-

do Ri~er bridge ---c01oro

1.,0 ft J\ _j___ cO 1-

_ p0

rtol, sto. 35 • 22 ., _,,-Deflector bucket

,,- parking oreo

/

ord ·tch1 -..c---~.: __ ,, ~

FIGURE 2 REPORT HYD. 469

~ ~ ~L-- =< ~ '/"

El-3

aa5 t----;::,--,... /- eB- 64 o. e.<2.~-

1-22-62 0.6'.<2 . ...&.. 3 - 8 - 57 ~ 0. E.R.O <it

100 ,oo 200 3QO

SCALE OF FEET

REVISED TO CONFORM WfTH CONSTRUCTION ORAWfN65

REVtSEO ANO REDRAWN.

REVISED ALINEMENT OF SPILLWAY APPROACH CHANNELS

UNITED STATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

OOLORADO RIVER STORAGE PROJECT MIDDLE RIVER DIV.-GLEN CANYONUNIT-ARIZ.-UTAH

GLEN CANYON DAM AND POWER PL ANT PLAN

ORAWN_5~~·~:..-_ '!·-"..:.!· __ SIJ8MI TTEO _ __ _ Q..J.-:!i'i.ff! __ _ T~ACEo_'!':..0..:~·--_-'.:."!'.·9:.._ RECOMMENOl!O ___ l(.Q.._Keensr ----- --- ----CHECKED J.K.-E.~. 0 . AP,P'~OVED Gmnt 8/ood.9.ood --- ---- ----- --- -- --,1cosccH,,, •111tr··m

DENVER,.COLORAOO, Nnvir•-- I A1C09 9 f ,: ... ,r-- ----

. - •• ~au ,o, ,Hs ! 557-D-72

.. .. N

0 I

."'

_v ___________________ ~

----- I -,:--=-;-- y.::-___ Valve : I I

= ... .., 0

.. kD <D

~----- --------10'-0'1 ---------------~

6" 1.0. Pipe--,\ I

;:IN

"'

30' - 3.5" ------------------------------------------ --- -----------.;

k----3' - s" ---<1st'<-21" ...J : ~ : :

3300 ---- 1 IJ tl i, .,..----------- 3200 ---------==i~-1Tailgate--- - -

~-'" '" "' "' ,, ' 1-j)\ ', ,, '\

I ,l' ' \ ~ '\ \ •';- \, I ' '

' '

3150 ------

3130

,,- - -- Sand-----., ,,.,,, , .. :, (.,' .... ,

Trap-,

,'

?' y

,Baffles I

I

--r-i!::::i.4=v---------3200

----'-----------3250 ~~0

PLAN

---.:runnel Portal

----El. 3130 Sand······;--;--.,-. '·'

Downstream staff gage-------

El. 3134---------

,---- El. 3024

-II)

-,; =' _.., "' '1'

ll .2 IL

E :,

ti a::

t

sf·~ tc.t u:

sf"~ le! !_____ Sand Trap ---

<D ~ ~

SECTION A-A

1012345 I, I I I I I I I I

SCALE OF FEET

ELEVATION

GLEN CANYON DAM SPILLWAYS 1.88 SCALE MODEL

DIVERSION STUDY LAYOUT

:u "'.,, "D -o(i)

~ C: ::c :;u ~ITI

:;(.JI <D

GLEN CANYON DAM SPILLWAYS

1:63.48 Scale Model

Figure 6 Report Hyd-469

FIGURE 3 REPORT HYD. 469

Top of dam-El. 3~,~~i

- --,,--Gate erection platform

(/65 Ton gantry crone .,,--Vista canopy £ Service rood -----;,_~~;0------;, IP bridge·-,;~,---, ' I

I

' ' ' l

Vista canopy,, Elevator tower---, r::7 .:.

I

' I ' I

.,,,,, L) I '

£ Service ,-,._j Rood---

,, ~5Spcs@60:30d•--~\l ___ _

River 'outl;ts frosh rock structures-,:ru11wr11111

I I I I I

' '

;A ~-£ Left spillway

tunnel

-----------------El. 3730---.

.I Mox. w.s. El. 3711---,

Crest-El. 3648--, El. 3635--, .L ..

I

Axis of crest- .-7 Sta. 20 +oo-,.

Sto.

' ' \

\

' ' ' ' I I \.

--:.i.r~i T -I 'Pen stock troshrock ' l structures-l----~---

' '- '-£ Penstock

intakes-El. 3470

, __ ---l-0--~-- ---tf 7 si:c1~6~·=~20·--E~ -

-•----~''Block'!.umber / ___ J I __ J_ ____ 0

__ _

/

---- ' I

I I I I

/

Troshrock structure.)

Filling line gollery------­

Gote chamber - __

El. 3374- ---.

·-1-----£ Flootwell int~ke-',£ River outlet IEi. 3425

' I I I /

---1" ( I , ----Excavation line Adit to

in tokes-El. 3374

---' '

-----

_,,- 48. 25 Dia. , '

! I I II // , I . /

I I 1

foundation gallery--------

I f:_-Refe)ence plane for domt /

- - Axis Sta 9 +BO I ' /

' ,-Reference plane for , / r Power Plant- AXIS StoJ { c_~£ Right spillway Drainage gallery-/ _, tunnel

,otoo i J:~~ --i---1- --t-----~-- --~-~c~:

, , ------ ~-Controct,on Jomts :~~

UPSTREAM EL EVA TION OEVELOPEO ALONG AXIS

,,,~ .,.,,",':

,. --'' ''

Mox. W.S. El. 3711) \

Nor. W. S. El. 3700-'

Troshrock structure-------

Min. ws. for power operation-El. 3490)

El.3470--, . _t

Pump chamber gollery.----

Foundot,on gallery- __ _

,---Gate hoist .i'.

;.\''-Utility gallery

. :'),-Filling line goller y -- · .,<':\ and chamber

--13.96' x 22_45' Fixed wheel gate

,,-Contraction joint

pen stock

, '

Drainage gallery.) '--Backfill

---Utility gallery

---6"Dio. air vent

----Gate service shaft

,.-Contraction joint

outlet pipe

,--Machine shop

',fill,

SECTION THRU RIVER OUTLETS

7 7

"' "' z"' ~o~ Q"' - Z,: >-a:

~=~ .... ~ G 3120 ., .. 0

J"' J Oen ., 0 "' .... !~ 3700 i:t: ~kJ

0 o; ~~ > •:, I!\ J 3680 ~;~ <110:

~ cf~ "'"' ,. 35~0

,.

3640

3700

3600

3~00

3400

3300

3200

, :Reserv;ir areo-,1 I -- ,"

: ' : 7 I>

i,..,_ .... I I 1 ... v

IP[ y :

1111 '

ll I I ,_i,..-,., J..--r

"f-++ 3100

0

1 .....

,.---96" Hollow-jet valve

' _ _L'··Ef. 3175 ·.o .-·._.,..

! l ! I ,_i.- I i I U-+--H

•-H""il~ . I [_j

J

+ r::r::- t:'_- ,J j ! f; _-Rrsrrroir copa7ity_ ~·- '--4·96 Outlets i I i I L; I ' I h~~ ! I !

I-H1 ' i-'--

1 I I I

' Spillwav difrhorQe ' ! r : [ I i

i I I I I i I i !

10 ,. - -20 .. RESERVOIR CAPACITY-1,000,000 A.F.

RESERVOIR AREA-10,000 ACRES SPILLWAY DISCHARGE- 10,000C.F.S.

RIVER OUTLETS OISCHARGE-1,000 C.F.S,

I I

30

(£ ll2,500K.w. generator :,

AREA, CAPACITY, AND DISCHARGE CURVES

--El. 3132 -Backfill ( ,.i ~ . ' .. , i.

I '

'--Mass concrete

I I

:

' I

' ••

-~~ ' ' '

___ ,,-,,-~- ,/ '

,,,," / SECTION THRU PENS TOCK ANO POWER PLANT

lo.\_,, \ ~,,.\

' ~ ',

' ' , '', ,~,

, , -~­.,1:1

,">

'D· t· ~s .....,___ , •II''"'"' 41 10. sec ,on------------------------ ___ ~ :.._:; to.351-8.9.50 l._ _______ ______ ' .. ,. · ; ,-El. 315761 ,,--El 3137,J!;, S=000J5 >- ------ --------·-:,---_. .·:• __ L_ _,_,----El. 3126

Sta. 26 + 11. 12-----~ f-.c---Sta. 26~83.15 r,,;~1rn1,,.,,/~

El. 3134 43---' ~~·lf(f

SECTION THRU RIGHT SPILLWAY TUNNEL

100 100 200 300

SCALE OF FEET

I -21-Bofl'!i REVISED TD CONFORM WITH CONSTflfUCTIDN OIIAWINBS o.e.~ . .i. 1-zz- 62 ~ REVISED AND REDRAWN. o,e,GL-1,'

UNI rED srA rES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

001.0RADO RIVER STORAGE PRO.JECT MIODI.E RIVER DIV.-GI.EN CANYON UNIT- ARIZONA•UTAH

i GLEN CANYON DAM ANO POWER PL ANT

ELEVATION AND SECTIONS

;:;:E::~.!~~~-:~:=~-:_::::~:r;:;;0~~--:.,;:sner ~-------------------~~-CHECKro __ -':..lf:~:.'!:B·-- A~~1"ovro _____ /!~:.~!~~O~!t,J;'!,,. ______ _

OENVl!,t• OOL.0/lrAOO. NOV., •• i•ae 5~7-0-73

'i: Service bridge--- .... El. JlJ0.00---------,.

: Mox. W.S. EI.Jl/1···-.

~ Nor. w.s. El. 3100---~ --

_ •. -··'i: Operating bridge /

,-intersection of oxes of crest -/ Sta. 20 +oo (Along 'i: of tunnel)

Spillway intok;~--- . .JlliJHJ ... ~ ·---·-·4o'x52.5' Radial gate

Crest-El.3648.00····

x2~- 205 y------··

,,,,,""

,,,,,,.,,,""

,,.,,.,,"

Sta. 26+12.943-----._ ,

,,,,-,,," /

;

-~ !!' <:l

<:,·

,,-!?

;

.,.. El. 3487. J6J··-·-. ; __ 1._.,:

I

... ..-:1: __ ,, .. ,/ :

,,,--"- ,'

' I

' ' '

I I

.. ~--41. ooo' Dia;/

I

Sta. 24 + JO. 298 · - - - _,..:

; I

I

.,.--PT- El. JIJ7. 365 .,,..::._'-:cs:'.,_

' Sta. 26+11.718·-----~

PROFILE LEFT SPILLWAY /RIGHT SPILLWAY SIMILAR)

,---'i: Tunnel

•/

REFERENCE DRAWINGS

FIGURE 4 REPORT HYO. 469

SPILL WAYS; -SPILLWAY APPROACH CHANNELS - EXCAVATION-_ - -- ___________ ------- ___ .,557-0-442 SPILLWAY INTAKE STRUCTURES - EXCAVATION ____ - __ ------ _____________ 557-0-510 RIGHT ANO LEFT TUNNELS -ELEVATIONS ANO SECTIONS ___________________ 557-0- 444 RIGHT ANO LEFT TUNNELS - GROUTING ANO ORAi NA GE OETAILS __ ___________ ___ 557-0- 445 INTAKE STRUCTURES - SHEET I OF 2 ____________________________ __ 557-0-60/ INTAKE STRUCTURES - SHEET 2 OF 2 ____________________________ _ 557-0-602 HOIST BRIOGES - PLAN ANO SECTIONS ____________________________ 557-0-67B 0/SCHARGE CURVES _____________________________________ 557-0-/3B6

40'X52.5'RAOIAL GATE - GENERAL INSTALLATION ____ ------------ ______ 557-0-777 RAO/AL GATE HOIST -INSTALLATION _____________________________ 557-0- 147B

RIGHT SPILLWAY:-OOWNSTREAM PORTAL - OE FL ECTOR BUCKET - PLAN ANO SECTIONS -SHEET I OF 2 ____ _ 557-0- /9B2 OOWNSTREAM PORTAL - OEFLECTOR BUCKET - PLAN ANO SECTIONS - SHEET 2 OF 2 _____ 557-0- 1983 TUNNEL - INVERT REPAIR$ _________________________ ··-- _____ 557-0-2B07

LEFT SP/LLWAY:-

·'/.

OOWNSTREAM PORTAL - OEFLECTOR BUCKET- PLAN ANO SECTIONS-SHEET I OF 2 ___ _ _ 557- 0-2099 DOWNSTREAM PORTAL- DEFLECTOR BUCKET - PLAN AND SECTIONS -SHEET 2 OF 2 _ _ ___ fJ57- 0-2/00

Slope 0,0035----~ El. JIJJ.570-----

Sta. J6+96.oo-------"'1 Sta. J5+22.oo -~,

(Right tunnel)----

,--El. JIJ4./79 (Right tunnel)

'··-Deflector bucket

NOTE

-----t-£1. JIJ0.00

·,

For sheet I of 2, see Owg, 557-D-HJ.

1-31-64 ~I OELETEO REFERENCE TO OWG. 5!J7-D-280d o-£.ta. I,;

0 ALWAYS 1111nK SAHTV UNITED STATES

DEPARTM€NT OF TH€ INTERIO/t SUREAU OF RECLAMATION

COLORADO RIVER STORAGE PROJECT MIDDLE RIVER DIV.-GLEN CANYON UNIT-•ARIZONA•UTAH

GLEN CANYON DAM SPILLWAYS

PROFILE

CJ) CJ) N

3180

.... LIJ LIJ LL

I

~ 3170

i= ~ LIJ J LIJ

la.I 0 3160 ~ a:: ::, rn a:: LIJ .... ; 3150

p 3140

0

/ v:: / ~,, V

.,,. _.,,.,,,. --,.--50

/

/ V

/ V

/

/ _,-

I/, ~ v---

.---/

~

/'!" ~ '.

.,,. ,,,,,,._,,..-- ~::. Observed T. W. Elevations

/ /

/ v~-- ----

~

L,...----'"' r"f----L,...----'"'

--Phoenix curve used in Marble Canyon studies.

-- Estimated curve based on observations shown and shape of L'ee's Ferry Curve.

NOTE Observed T. W. curve, assumes Marble Canyon holds water surface at El. 3140. 0

100 150 200 250 300

DISCHARGE IN THOUSANDS OF CFS.

GLEN CANYON DAM SPILLWAYS I: 88 SCALE MODEL

PRELIMINARY TAILWATER CURVES

~

~"11 o­~(i) .... C:

~:ti !=' ITI

~CD CJ) U)

GLEN CANYON DAM SPILLWAYS

1:88 Scale Model Diversion Studies

Figure 9 Report Hyd-469

Discharge = 30,000 cfs T. W. Elev. = 3043. 6

Discharge = 65,000 cfs T. W. Elev. = 3048. 2

Discharge = 65,000 cfs T. W. Elev. = 3053. 1

Flow Conditions with Right Tunnel Operating

Q = 60,000 cfs T. W. Elev. = 3047. 7 Q = 130,000 cfs T. W. Elev. = 3054. 5

Q = 60,000 cfs T. W. Elev. = 3052. 4 Q = 130,000 cfs

GLEN CANYON DAM SPILLWAYS

1: 88 Scale Model Diversion Studies

Flow Conditions with Both Tunnels Operating

T. W. Elev. = 3064. 0

:;:o~ (1) ....

'g~ ::t.~ q~ Q. I

""' a:, co

FIGURE 11 REPORT HYO. 469

~---------------------VARIES····---------~ I A i ---i­

i -·r

al

i---1

.---P. V. C.

I

t""' I i

l ..... ---P. V. C.

·o .,

A

TYPICAL PLAN

I

! A -~ ...J B ci .,

115.6' --------'~ ! ---·.r

\ \

\

! ' :

0 ., \ I

\ ! :: :::·------ -·~\ -1

SECTION 8-8 25° · BUCKET

-,:. ,.; N

10

-----50.41 ·----------J<-i

TYPICAL SECTION A-A

~'--------- 95.9' ---­

'

•• - P. V. C.

\ \

\

' R• 191.7' \ ____ ...,.._ A• 30° \

SECTION B-8 30° BUCKET

\

I

I I

"' !!! a, C > I I I

I

I ' I ~-------------- 81.5 ------------.~ k--------- 70.5'--------' -----61.9' ---------

! '--r

-r-1 ' I I

·o ., I

··.P. V. C.

\ \

\ \

R • 142~ __ ,,.i-,

A• 35° ' \

l.'----=---------...J

I

' I !

·o .,

I I

I

--+ .. ,.; N I

_j__

I I I

I I I I

0 ., I I I

I I

j

' I ! I

' I

--T I I I I

I I I I I I I

' ·o I I ' ' ' ' '

"' T I I ' I I

,..----P. V. C.

R• 109. 7 ', ---A• 40° \

I ' I ' I I I I -P.V.C. -l "o .,

I .. I I

,,; ' "' I I

I I ' ___ :f ___

SECTION B-8 35° BUCKET

SECTION 8-8 40° BUCKET

SE.CTION 8-B 45° BUCKET

662

GLEN CANYON DAM SPILLWAYS I: 63.48 SCALE MODEL

PRELIMINARY FLIP BUCKETS

·o .,

I f-~ :I

-r ' ' I ' ' ·o ., I I I I I

-} .. .; N

I

FIGURE 12 REPORT HYO. 469

662

45 q I I I I I I I I I

(J) 40 llJ UJ n: (!) UJ 0

z

a. :J I-UJ ~ 0 ::> m u. 0

UJ ...J (!) 2 <t

I I

I I

I

35

30

I

25

20.._ _ __..._ _ __,, __ ___._ __ ......._ __ __._ __ ....._ __ ~----------------' 0 2 4 6 8 10 12 14 16 18

• TAILWATER DRAWDOWN IN FEET

NOTES

MARBLE CANYON T.W. LEE'S FERRY T.W.

20

RIGHT BUCKET LEFT BUCKET BOTH BUCKETS

0-------0 8. .a. o--------CJD

o-------------0 tr------------A 0------------a

Orawdown is the difference in T.W. elevation measured

at the powerhouse tailrace and 18001 :t: down -

stream in the center of the channel.

GLEN CANYON DAM SPILLWAYS 1:88 SCALE MODEL

TAILWATER DRAWDOWN FOR VARIOUS LIP ANGLES

25° Flip Angle

3 5 ° Flip Angle

45° Flip Angle

Discharge = 121, 000 cfs each tunnel T. W. Elev. = 3182. 0

GLEN CANYON DAM SPILLWAYS

1:88 Scale Model Preliminary Flip Bucket Operation

Figure 13 Report Hyd-469

GLEN CANYON DAM

Project photographs of undercutting of right canyon wall during river diversion Dec. 1959 Jan. 1960

Figure 14A Report Hyd-469

GLEN CANYON DAM SPILLWAYS

Project photographs of canyon wall failure Right Diversion Tunnel Portal. June 13, 1960

Figure 14B Report Hyd-469

~ 3800,-J 0

LEFT DIVERSION TUNNEL -,,

~~~~~~~~-~~~~~~~~~~ , TUNNEL PLUG

/ OUTLET WORKS '·

,, §~~~~:-f;====~~~~~~~::-=--~:::::::::::::-:3;:6:-:00 (" ~-~~~~

......__,___--..........__ . .· , ,' ~----......;;;:: ,, .· ,',

EL. 3171.25 __ .,, ~---- - , I I ~o ---.../1 • ..- .: . .: ~~un,----: . , ,

-~ .. ,,

--COFFERDAM

F::::a, -COI/_ORAJoo r EL.3136.1 "-"'

~ : : ,'

<Oo r-;:/ .:',/ ,....__/.,•",•,, , I I I

,• I I I

,• : I .'

: I I I I I I I

1' I I I ,• I I I

,, I I I

,,.. : ' . . . . . 1' I I

l t t GLEN l ; ~CANYON R//fJl'ER ~

l \ DAM : . ~ . . . I I I I I I I I . . . .

... '. ·· .•. ----- -- ----~ ~ ... ~

~ GLEN

?)800

~

CANYON DAM DIVERSION

FIGURE 7 REPORT HYO. 469

~

~~~2::

---COFFERDAM

EL. 3130.5 - .... I

---3200--

~ ~

TUNNELS

15, 000 cfs

15,000 cfs

A. Preliminary Side Channel

B. Modified Side Channel

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model

Figure 16 Report Hyd-469

50,000 cfs

50,000 cfs

Flow at right diversion tunnel with side channels.

662

f \ -­' ' ' ~ '

t-" ''·El. 3144.0··\

I ,-----l , ... _ .. \\

r

El.3144.0-•

___ El 3154 bl__

PL A N

'·El.3130--, I

(~~ jt-'

,---sta.35+92

FIGURE 17 REPORT HYO. 469

----Sta. 36+68

----t Spillway tunnel

-- --- ------- ------Sta. 35 + 55

Sta.35+22-"

o:· . : ::0: --El. 3144.0

:C?\: :~:. -_:._:.: ~:~.b.

SECTION A-A

GLEN CANYON DAM SPILLWAYS I: 63.48 SCALE MODEL

RIGHT DIVERSION TUNNEL- SIDE CHANNEL STUDY FIRST MODIFICATION

Discharge = 50,000 cfs

Figure 18 Report

50-foot long deflector wall on right side at tunnel portal. Canyon wall and riverbed molded in erodible sand- cement mixture.

Extent of canyon wall erosion after 30 minutes operation at 50,000 cfs.

GLEN CANYON DAM SPILLWAYS

1: 63. 48 Scale Model Right Diversion Tunnel Deflector Wall Studies

Q = 15,000 cfs

Superelevated extension wall downstream from deflector wall.

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model

Figure 19 Report Hyd-469

Q = 50,000 cfs

Right Diversion Tunnel Superelevated Deflector Wall

662

., C C ::, -... 0

.., C UJ

1 I \

\

I I

I I

' ' I I I .,

-'= -::, 0

-"' 0 0

0::: \ \

\

' \

I I

I I

I

', -------

ZO+ 8£ "DJS I

---,e·ez ___ j I

I

--..... --.. ,,- r----..... ---------

., C C ::, I-

---,o· vv ---- ------

---- , o·ov ---------

/

. ,/ ---- ,0 17£ ----~!.

I I I I I

----,O"LZ -..!.. I I I I I I I I I

.!. 3 0 0

u: 3

0 0 -... .,

::::-\

\

I I

I I

_____ ,.,.,,,

--' \ \

'

' ' ' I

\ \

' 1 1 I

b 00 ,., ...:

1f.l I

' I I

I

"- ..... , \ _____ _ GG + S£ ___ ofs1----+-----_J

I I

' I I

0 ID ;;:;

~ ,/

0

"'

!:!

0

~

1--w w u.. u.. 0

w .J <[ 0 en

FIGURE 20 REPORT HYO. 469

CJ)

>- Lu~ <( CZ 3: en z ..J :::, ..J I- l-

a.. ..J ~ z UJ -o

CJ) C et: -0 (/)

...:: :E z et: ~ 0 Lu <( UJ > Cl ..J ...J -

~...JC

Z C/l<CI­;:: :::c:

o ~ c~ >-..;wet:

<(Z~>IL et: 0

0 :::, 0...J

z ;:: ;: W O et: ..J ...J 0 (!) a..

Discharge = 15,000 cfs Discharge = 35,000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Right Diversion Tunnel

Flow conditions with low curved wall protecting right canyon wall

Discharge = 70, 000 cfs

J

Normal flow from tunnel. Jet deflected by tailwater surging.

Discharge = 50, 000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Right Diversion Tunnel

Surging action caused by tailwater conditions

~1'%j (I) ....

'8~ 'i 'i <+ (I)

q~ a. I

.is, 0)

CD

Discharge = 35,000 cfs Normal flow from tunnel. Jet deflected by tailwater surging.

Discharge = 50. 000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Right Diversion Tunnel

Flow conditions with low straight wall protecting right canyon wall

:;:o 1%.1 CD _..

'8~ ::t.~ ::r:t,,:J « c.:, 0.. I

""' a:, co

...,

_3154.68 -----

662

r---

surface contours

sl

Contact line between \ existing ground surface !

and side of channel.-··

-<_J A

PLAN

;--11•-30'

o: ~\

[

-<t. Spillway ;unnel S. 31'- 00 E

-----36 + 70

-------·36 -t 60

-------36 + 50

--------36 + 40

31300; I ).._ ',--------36+3o_JC

-------36 + 20

-----36 + 10

35 + 92 I -------36 + 00

L3157.II-------35 +90

-------35 -t 80

- ------ 35 + 70

_______ 35 + 60 A _J B

------- 35 + 50

----- -35 + 40

-------35 + 30

Tunnel Portal , Sta. 35 -t 22 --'

-------35 + 20

= 70~0' ---------------- ------ ---~

--~_S_u_b_m_e_rg~e_n_ce limit - El. 3174.94

!-<-----sta. 35 + 22 ' surface ·~--.. -------·------, .• ...... ,

N .... +

N ... +

N

"' +

N

"' +

~ ~ ~ 7 N ,._ +

"' ';'

:-<--._________________ --N : ---------------CD ' 92 + :-------s ta. 35 +

: : i : ' I 2 I 2 I I I I •315i,.p _____ : ~J~-4a9 ____ ' 3)~Jc~9 ___ : 3(~gJH)___:

3150

_

58

___ :

~ i ~ : +

"' ....

_,-Existing surface

- ---- ------------------- _____ f --------------------------------,

/. .. /

,--Water surface

A~ / 7

~,,""

;?' Water surface--'

r···········,00 .... ; .·:.1 : ~\~llfii§ i

~- .... ~

SECTION C-C

_____ .---Existing - ---{_\

surface

\ <i. Spillway tunnel---~

f<----------- 3o.o· _ El. 3160.61 -- I

0.333:

Excavate as steep as practicable---

SECTION B-B

--1 '''" .. ~

FIGURE 15 REPORT H_Y_C>. 469

<t. Spillway tunnel---

n 3130.Q

NOTES

Q in side channel - 14210 c.f.s. n • 1.00

a - o. 23

! ------ '~!~§"?§ ___ '

Channel bottom---' Jl46.6.4. ___ :::: __ ,o_,,._ .L' ------:::--::.,r~-...l-----------

3144.99-·'

SECTION A-A GLEN CANYON DAM SPILLWAYS 63.48 SCALE MODEL

RIGHT DIVERSION TUNNEL- SIDE CHANNEL STUDIES

GLEN CANYON DAM SPILLWAYS

Protective Wall at Right Diversion Tunnel

Figure 25 Report Hyd-469

I I I I

--Sta. 19 + 86

PRELIMINARY

--Tunnel 't.

19 + 86

~-I \ I I 'r"', \ \ \ \

\--.l \ \ \ \

'

3 RD. REVISION

--Tunnel 't.

I ST. REVISION

--Tunnel 't.

4 TH. REVISION

FIGURE 26 REPORT HYD. 469

--Tunnel Ct.

2 ND. REVISION

VELOCITY DISTRIBUTION IN APPROACH CHANNELS

}?er: PRELIMINARY 3 RD. REVISION

0 V.@ V.@ V.@ V.@

El. 3697 El. 3639 El. 3697 El. 3639 I 13.4 16.8 14.2 16.6

2 16.0 15.6 15.1 14.6

3 15.0 16.9 17.2 16.2

4 6.8 5.9 13.4 16.3

5 8.8 8.7 11.9 10.5

6 16.7 12.8 15.8 14.3

7 2.6 1.8 15.8 19.8

8 2.6 2.0 5.4 6.9

9 4.7 3.4 6.8 9.8

10 7.7 5.3 9.6 12.4

II 7.1 7.2

NOTES 1. Dashed lines show preliminary channel 2. Only bottom of slope shown in revisions. 3. Slopes excovoted on 0.25: 1 slope. 4. Circled points show velocity measuring stations. 5. Velocities ore in feet per second. 6. Velocities obtained for Q = 138,ooo c.f.s.

Reservoir elevation 3711

0 50 100 150 200 250

SCALE IN FEET

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

LEFT SPILLWAY APPROACH CHANNEL REVISIONS

•••

Discharge = 138,000 cfs Reservoir Elev. 3711. O

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Preliminary Left Spillway Approach Channel

Figure 27 Report Hyd-469

A. First Revision

Figure 28 Report Hyd-469

Discharge = 138, 000 cfs Reservoir Elev. 3711. 0

Discharge = 138,000 cfs Reservoir Elev. 3711. 0

B. Second Revision

GLEN CANYON DAM SPILLWAYS

1: 63. 48 Scale Model Revised Left Spillway Approach Channel

Figure 29 Report Hyd-469

Discharge = 138,000 cfs Reservoir Elev. = 3711. 0

A. Third Revision

Discharge = 138, 000 cfs Reservoir Elev. = 3711. 0

B. Recommended

GLEN CANYON DAM SPILLWAYS

1: 63. 48 Scale Model Revised Left Spillway Approach Channel

Contraction joint­Jta. JS•ZZ----

~ (2271) E

Br-

+~ 10~

Connect to exislin9 cofferdam ---------

J' ,ted 1s1ope os .1rt

\ \ \\ \ v\, ~ ------ \ --------

---- -- .

~--

i I

..:r Ren:>OYE' v11sfnble n?nl~r.10/ !

frc,;>1 eJtisl,/17 rocJ.poN-;11-.........._ _ - .+--

i '

Reinforcem,nt lo left of l only- I i< ______:, ---+------~ : 1 C 1. · l 'r ~ ___ Cuntoct /me. between eo«Mle I

1

.,,-----; arrJ mcK,; ).. I

~ ~ i '1"! ·-£/. 3130.00,

I I

\ ~'~-·4 I _,. 1

>:.. /Jc I -........,_~. ,, -- --.. ..

_ > Leave nt'w coFf"erdom in ) ,,.\ p/«e to oppro,i,,-f~ I

-;" t,x,ltrnl .sho,,,,n. j , /

/ /

( - - /F;ce cof'lereh.m w,lf lorpnl

tll'Ol1D6t' ,s1:Z,s OT ,rpndsfe,ne f'rom ""9't//r,../ 4'1(('0 mlllM

r-°

St!. 38,00~--"li

r--•4,u..:. __

-~ ~~,a-=-" l L~,~ Ii'->-< I+

_ t Spillway_ t1K1t1tl - S. J(O!iE -_-, Sta ,1s+S7.(!J, +

i / .l_l \ ' '\,

--- ,~ r - r ---t- 'I ~ - -~r----

Sta.J1•JZ-----~ 4- .. ~ ¾ ./ : I:; (ii\

I ~ : }.J./ ! -~ Sta. 35 +'IZ.-, I I --- :::J0.f"JJ7. ·,,

l ~ J' £. -,.l_, __ ,,,

I fl. 3/26.00-, 1 111 \

fl. JISi.00/'

--sra. J6• 1z

rfl· JJZ6.oo

~~~-:~-- ~-t~~:~3~~-Lumrt~r;t~m;,,;;--jF_t________________ ----------~-----, ---

_j "-t6· · i ~ JOf.Ior, : Jfo36•1Z--""] :

--1,1_/.f" I I

Sli.37'52-' i 1

~--SltJB>aJ F :~~:;: 7--I• I I

' ,t L1ocot1on to be determiTJl!d in the field.

Bi._ I Tr6nsition from vertical 1

lo l:8 Slape_,,

J?j_,,'!: : I -s J1'00'£. . ~ ,I t · I 1---

-£/ JJ5S.00--' ---fal,e joint - ~

~---Sta. J6 •78.50

PL A N

L 0(2271)

, fl. 3170.00

-iz-- fl. J/f,/}.O([,

..4#'12·ill1, . t1·' ..J.._ I •t

. ::Wl • \1,

#8 And1or 6ors-'

---ContnlGTion joint-Sta. JS+92

FIGURE 24 REPORT HYD. 469

Reinfirc,ment dixonti/ll10II, a:mJS

fobe Join/$ and contmctJOII joints

Contro<tion joint~J'ta ,{Mz-,

-- Contraction joint -SIi. 16 t45

fl. 36t-fS,, ,_

-""\ ~ I i I I I I ( L---:t .

'--"BAnchor bar,~.J'O' en. botb lll!Jf, p/11!,i,ok , emlmlment, 8'-0'onti 12'-0'min. etd dimh~' itlfo roclr and grout in place---------

I --I I SECTION A-A

,.-1 fl 3/70.00-'J___ ---J.L S Upi//way tw,nel---- I . ,.. It- / :----=::.:::.J.J

a J1J9.60,.

-- Folse joint -Sfq 35•57.09

_•,~1z\,, .,,#1: .

1

,--'f I I , .... Wee o/' n?,,11;-nttn7 le,und'~-/.'0,1 OT F,;1Q/ sfrut:lu,•,

NOT£. For 9en1re,/ nolrrs ontl com:-,.,1, r,r,l/;;..,_,,/.r,

Stftt .Owp. 5'5'7·.0·2271

~ "4@/2:-

, ___ ,' ; -r- hors ~.f'-o"crs, ----- uoo-- 1¾-~-:.. "'::;,, ;1,e::,.-..

~. --.. ~ ~

* 8 Anchor bars I f!(J' C/3. bofh / "")'>, olternote emkdmen{ 8'-o· ," ' ond IZ'-O"min. eoch dirtcfiOII, / into mcK ond grout in ploce. 1

SECTION B·B

u'Mmc· ·i ~~':tn. ,nto roe.I< and -;__ gro,11 in plo<e. :

I

' ' I I I I

-------~

---, Omit Old,or baa where .Jlab is more fllln 5' in depth.

I· Z~-_6/ -,I t'EVUED TO CONFOftl"I WITH Tiff FIN/I~ (XCAVATJIJN. /1_.

UNIT~D STAT«S O«PARTM«NT 0, TH. INT6RIOR

8VR£ AV OF R£~AMATl0N COLORADO ~VER STOlfMi~ PROJ~CT

MID/JLt KIi/ER DIVJJION-6LlN CANYON 1/#JT-AI/ZOIIA-UTAH

GLEN CANYON DAM

DlfAWN. __ cJ.1:-_:,1.T.L.. TRACIIO, __ _ ______ _,,,SU-ITTIIO,~•-<:l.•

CHIICKIIO~::--·--·--"IIOOMMIIND60-3c~·------· --------APMOV£0.-.~'!I.:. -----,------ ·-- -----1

DENV[R I COLORADO, NOYEMII, .fHl!(T J_~

Ol Ol

"' ,,-Sta. 20 + 00

0

50

0 0

+ 0 100 QI

z 0 g 150

I. en \ :::e 3635.00j 0 fl: 200 off ::! <t IU a:: ti 250 ll. :::::,

IU 0 Z 300 ;:! en i5

350

0

50

0 0 + 0 100 QI

z 0 j::: <t 150 I-en

:I 0 fl: 200

:::e <t IU a:: I- 250 en ll. :::::,

IU 0 Z 300

~ en i5

350

\

'L-E I. 3635.00-- ,,

lb.! 0 9.9

\ I \

.,-Sta. 20- + oo

It_ I

400100 50 10 50 100 150 200 250 400 -:00 3!io ~o 2~0 2~0 1~0 ,bo 5~ lo s~ 100

DISTANCE FROM i OF SPILLWAY

LEFT APPROACH CHANNEL

I . 0 V @ El 3§97 V @ El. 3639

NOTES

2. Velocities are in feet per second.

DISTANCE FROM <t_ OF SPILLWAY

RIGHT APPROACH CHANNEL

3. Velocities measured for Q = 138,0DD c.f.s. per spillway. Reservoir elevation 3711.

GLEN CANYON DAM SPILLWAYS I: 63.48 SCALE MODEL

VELOCITY DISTRIBUTION IN RECOMMENDED APPROACH CHANNELS

:::0 111 .,, 'Tl o_ :::0 Ci) -le :t :::0 -< 111 C.c,, . -~ m U)

FIGURE 32, REPORT HYD. 469

662

_,El. I

'" "' I -

,f. ' ,- ,

3635 __ .. '...J_ ... ,

--Tunnel It. ,-Tunnel It.

,/-Sta. 19 + 86

Sta.

I 'f

PRELIMINARY I ST. REVISION

/

,,,-El. ,,,t_1

--Tunnel It.

---Sta. 19 + 86 VELOCITY DISTRIBUTION IN

PRELIMINARY APPROACH

LOCATION V@ EL. 3697 V@ EL. 3639

01 16.0 15.6

O 2· 15.4 14.8

03 13.9 15.4

04 14.1 11.4

05 10.0 8.0

06 7.0 6.5

07 4.9 4.0

08 4.4 3.6 09 4.2 3.2

010 3.8 3.1

OIi 4.2 3,6

NOTES 1. Dashed lines show preliminary channel. 2. Only bottom af slope shown in revisions. 3. Side slopes excavated on 0.25: 1 slope. 4. Circled points show velocity measuring stations. 5. Velocities are in feet per second. 6. Velocities obtained for Q = 138,000 c.f. s.

Reservoir elevation 3711 .

0 50 100 150 200 250

2 ND. REVISION SCALE IN FEET

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

RIGHT SPILLWAY APPROACH CHANNEL REVISIONS

Discharge = 138, 000 cfs Reservoir Elev. 3711. 0

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Preliminary Right Spillway Approach Channel

Figure 33 Report Hyd-469

7

A. First Revision

B. Second Revision

Figure 34 Report Hyd-469

Discharge = 138,000 cfs Reservoir Elev. = 3711. 0

Discharge = 138, 000 cfs Reservoir Elev. = 3711. O

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Revisions to Right Spillway Approach Channel

Discharge = 138, 000 cfs Reservoir Elev. 3711. 0

GLEN CANYON DAM SPILLWAYS

1:63. ~8 Scale Model Recommended Right Spillway Approach Channel

Figure 35 Report Hyd-469

Discharge = 138,000 cfs Reservoir Elev. = 3711. 0

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow with superelevated floor in recommended approach channel

Figure 36 Report Hyd-469

k:

Pl N.2,161,541./01--­. · E 627,224 72)

Pi.

I 4

, '

(,1 =36°30'; R=35.00' /"1 T = II. 54' i L = 22.30' : ' r,1 = 79•00'· R = 72 oo'

:Lf = 59.35'/ L. =99:27' ' ..

~ ~ c:,

:7 (,1 = 31°00'; R= 275.00' l\llllll..YJ;l:r-1r = 76. 26; L = I 48. 79'

~

LEFT SPILLWAY APPROACH CHANNEL

.. ---Original ground surface (Right spillway)

/i ____ _

.,.r~-----/

.N"

El36350-- _..---Original ground ·, .,_, surfacf

~

, ' .-·-Slope varies

··Et.3620.0

.0 ,.._ -

SECTION B-B

Et. 3635.0-._:

SECTION A-A

•• 0 ..

SCALE OF FEET

A=33°30';R=300.00~ /-T=90.29';L=l75.4l'J'\ ~-/-

.,.,,.,,.,, .,,,..\

--- \,_

;:::·:00dE\

\\ .

\\,.,..-1_[N. 2,161,215.07 p I

_ _ T ,E 625,746.46 · ·

i -----s. 3•oo'w. --Ir ' 'i!=55°00'; R=205.00' _..::LC!= 106.72'; L = 196.79

FIGURE 30 REPORT HYO. 469

,---for details of excavation ,: d.s. of this vertical

:: ~ plane, see Owg. 557-0-

• jJ

_JA

RIGHT SPILLWAY APPROACH CHANNEL

Original ground surface-------·-..; __ -----.:-·--El 3635.0

t-: '

100

Et. 3620.0--. .L . J_,---Slope varies

: ~,o.o·

SECTION c-c I - I -97

oz:,tM TlfACEO

UNITED STATES DEPARTMENT OF THE INTElflOlf

8U1'EAU OF REC&.AMATION

COL.ORAOO /tlVE/t STO/tAGE 1"1'0.JEC T MIOOL.E RIVER OIV.-GL.EN CANYON UNIT-AltlZONA-UTAH

GLEN CANYON DAM SPILLWAY APPROACH CHANNEiLS

EXCAVATION

DRAWN. ____ _ o/ -'•s-- ___ SU/OMITT£0 •. ---~ fJ..._Q~Jj_e_f__ ••

T1tAcco ____ ,..r.A ____ ,.Eco111"'"'"o"o 0. L.Rice

CHl!CKl!D • • ia.JL·.Ual,_. Af'f'ltDVl!O •••• ____ .le--~~'!t~---- ___ ---~ AO T'. OHi., NI_,,,_. • .. ,,. •• ,,

DENVElf, C0&.01'AD0,JUNE a,1N7 557-D-442

PIEZ #

4

5

8 9 10 II

12 13 14

15 16 17 18 19

662

~

---AXIS OF CREST

STA. 20+00

TUNNEL PORTAL---tPIER NOT SHOWN)

/--El.

3 4 5

ELEVATION ALONG TUNNEL ft.

PRESSURES (IN FEET OF WATER)

PIEZ STATION ELEV. PRESSURE # STATION ELEV.

19 +85.6 3641.5 57.5 20 21 + 99.5 3466,7

19 + 90.6 3646.0 33.0 21 20 + 54.2 3653.8

20 + 00.0 3648.0 22.5 22 20 + 70.0 3643.4

20 + 05.5 3647.7 23.1 23 20+94.I 3628.6

20 + 11.0 364 7.4 20.2 24 21 + 09.8 3616.9

20 + 17.0 3646.5 16.8 25 21 + 17.7 3609.0

20 + 23.0 3645.1 15.4 26 21 + 29.0 3601.0

20 + 29.0 3643.3 14.6 27 21 + 21.1 3590.0

20 + 35 .0 3641.1 13.8 28 21 + 49.5 3583.1

20+41.0 3638.6 11.2 29 21 + 39.6 35 75.1

20-,. 61 .o 3628.4 9.3 30 21 + 64.0 3561.4

20 + 79.0 3615.5 7.1 31 21 + 57.5 3556.1

20-,. 93.6 36 03.0 -1.7 32 21 -,. 70.3 3556. 7

21 + 01 .5 3599.2 -1.5 33 21 + 64.2 3549.0

21 -t- 12 .3 3583.4 12.9 34 21 -,. 77.6 3543.4

21 + 27.5 35 65.6 4.2 35 21 + 72.7 3538.4

21 + 42.0 35 4 7.3 1.8 36 21 + 93.6 3510.6

21 + 56.5 3528.1 6.3 37 22 + 15.2 3481.9

21 + 78.0 3497.4 16.2 38 22 + 23.7 3469.9

El. 3543.47 ______ _

' STA. 21 + 46.39-----~

PRESSURE

16.8, 11.3 6.0 6. 7 4.9 I. 5.5 2. 5.0 3. 7.3 2.3 4.

-0.7

0.3 -12.9 -9.3

-13. 7

1.4 1.7

6.2 14.0 2.0

18

.36

FIGURE 38 REPORT HYD. 469

19

•31

.38

20

El. _3451.27 ------

STA. 22 + 10.9-----~

NOTES: For details of tronsition see figure 42. For details of crest see figure 37. Piezometers locoted in left boy of left spillway nos. 1-20 on invert ~. nos. 21-38 on left wall. Pressures obtained for discharge of 138,000 c.f. s.

10 10 20 ,o 40 50

SCALE IN FEET

GLEN CANYON DAM SPILLWAYS

1:63.48 SCALE MODEL

PRESSURES ON CREST AND PRELIMINARY TRANSITION

PIEZ #

I 2 3 4

5 6 7

8 9 10 II

12 13 14

15 16 17 18 19

•••

FIGURE 38 REPORT HYD. 469

r---AXIS OF CREST STA. 20 + 00

TUNNEL PORTAL---' (PIER NOT SHOWN)

ELEVATION ALONG TUNNEL It.

STATION

19 + 85.6 19 +90.6 20 + 00.0 20 + 05.5 20 + 11.0 20+17.0 20 + 23.0

20 + 29.0 20 + 35.0 20+ 41.0 20 + 61.0 20 +79.0 20 + 93.6 21 -t 01.5

21 + 12.3 21 + 27.5 21 -t 42.0 21 + 56.5 21 + 78.0

•31

PRESSURES ( IN FEET OF WATER)

ELEV.

3641 .. 5 3646.0 3648.0 3647.7 3647.4 3646.5 3645.1

3643.3 3641.1

3638.6 3628.4 3615.5 3603.0 3599.2

3583.4 35 65.6 3547.3 3528.1 3497.4

PRESSUR

57.5 33.0

. 22.5

23.1 20.2 16.8 15.4

14.6 13.8

11.2 9.3 7.1

-1.7 -1.5

12.9 4.2 1.8 6.3

16.2

PIEZ #

20 21 22 23 24 25 26

27 28

29 30 31 32 33

34 35 36 37 38

STATION ELEV. PRESSURE El. _3451.27 ______

21 + 99.5 3466,1 16.8, ' 20 + 54.2 3653.8 11.3 STA. 22 + 10.9-----~

20 + 70.0 3643.4 6.0 20 + 94.1 3628.6 6.7 NOTES: 21 + 09.8 3616.9 4.9 I. For detai Is of tronsition see figure 42. 21 + 17.7 3609.0 5.5 2. For details of crest see figure 37. 21 + 29.0 3601.0 5.0 3. Piezometers located in left bay of left spillwoy 21 + 21.1 3590.0 7.3 nos. 1-20 on invert '£., nos. 21-38 on left wall. 21 + 49.5 3583.1 2.3 4. Pressures obtained for discharge of 138,000 c.f. s. 21 + 39.6 3575.1 -0.7 21 -t 64.0 3561.4 0.3 21 + 57.5 3556.1 -12.9 10 0 10 20 .. 40 .. 21 + 70.3 3556.7 -9.3 21 + 64.2 3549.0 -13.7

SCALE IN FEET

21 + 77.6 3543.4 1.4 21 + 72.7 3538.4 1.7 21 + 93.6 3510.6 6.2 22 + 15.2 3481.9 14.0 22 + 23.7 3469.9 2.0

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

PRESSURES ON CREST AND PRELIMINARY TRANSITION

PIEZ #

6 7

8 9 10 II

12 13 14

15 16 17 18 19

662

FIGURE 38 REPORT HYO. 469

~

.---AXIS OF CREST STA. 20 + 00

TUNNEL PORTAL---(PIER NOT SHOWN)

EJ. 3543.47 ______ _

' STA. 21 + 46.39-----~

ELEVATION ALONG TUNNEL ct. 18

STATION

19 + 85.6 19 +90.6 20 + 00.0 20 + 05.5 20 + 11.0 20+ 17.0 20 + 23.0

20 + 29.0 20 + 35.0 20+41.0 20+61.0 20+79.0 20 +93.6 21 + 0 I .5

21 + 12.3 21 + 27.5 21 + 42.0 21 + 56.5 21 + 78.0

.36

19

•31

•3e PRESSURES (IN FEET OF WATER) 20

ELEV.

3641._5 3646.0 3648.0 364 7.7 364 7.4 3646.5 3645.1

3643.3 3641.1

3638.6 3628.4 3615.5 36 03.0 3599.2

3583.4 35 65.6 3547.3 3528.1 3497.4

PRESSURE

57.5 33.0 22.5 23.1 20.2 16,8

15.4

14.6 13.8

11.2 9.3 7.1

-1.7 -1.5

12.9 4.2 1.8 6.3

16.2

PIEZ #

20 21

22 23 24 25 26

27 28 29 30 31 32 33

34 35 36 37 38

STATION ELEV. PRESSURE El. _3451.27 ------

21 + 99.5 3466,7 16.8,

20 + 54.2 365 3.8 11.3 STA. 22 T 10.9-----71

20 + 70.0 3643.4 6.0

20 +94.1 3628.6 6,7 NOTES: 21 + 09.8 36 I 6.9 4.9 I. For detai Is of transition see figure 42. 21 + 17.7 3609.0 5.5 2. For details of crest see figure 37. 21 + 29.0 3601.0 5.0 3. Piezometers located in left boy of left spillway

21 + 21.1 3590.0 7.3 nos. 1-20 on invert 'i., nos. 21- 38 on left wall.

21 + 49.5 3583.1 2.3 4. Pressures obtained for discharge of 138,000 c. f. s.

21 + 39.6 3575.1 -0.7

21 + 64.0 3561.4 0.3

21 + 57.5 3556.1 -12,9 10 10 20 30 40 50 21 + 70.3 35 5 6.7 -9.3 21 + 64.2 3549.0 -13.7

SCALE IN FEET

21 + 77.6 3543.4 1.4

21 + 72.7 35 38.4 1.7 21 + 93.6 3510.6 6.2

22 + 15.2 3481.9 14.0 22 + 23.7 3469.9 2.0

GLEN CANYON DAM SPILLWAYS

1:63.48 SCALE MODEL

PRESSURES ON CREST AND PRELIMINARY TRANSITION

->-:'

j

275.00'R / }

(~ght spw>yJ+>/

;..,.

_ r 11,1•02' ~0.~7" , For trench fa'. future duct bank Note: lnfoke_structures 6

, Expansion ,:...--- ·--1, R,275 00, L · 5.00 of left end pier of right sp1/lwoy, 1dent1cal except coupling-.,

~- seeDwg.557-~~~?~-_:. as noted. ?'Min:',;..,,\·

ii 1-12" r_;-;:,--::_/:_~~E!. JlJ0.14 /J" Drain, see Section K-K, Dwq. 557-0-678 _ ~

f ,---1 Slape / .-Steel /adders not shown, for . · · · .a\ ;

,- ~ · : : details see Dwq. 557-0-7/t Paint to ,: ·

l2~

,,-84~ -~ , / }._ • ,.. . .. prevent bond ·-----~7-:_7 Counterweight weh, : : ----- .----Slape; in/2 -, SECTION H-H

'.f:' : grating not shown, / _:.:__ ,: ._ 0i; ·-"""; seeDW955?,:P.:6~(! ..,_. ,- .- ': /

-1~ ""• , l2r, ! : ·'°J".:i,lofi;;· 1_,,·---;::?'-------,---------j ' ~: ~~i~~~~,,~ [ r ,-r:J_·7j-~'t ------. V r:.. I>'

Dottam Ofcurb

' I ' I

'--+--. ,'77

•• -' Of contract·-----'.' _cuup11ng 1

1

/ I: , · /On JO/flt ~ \ /

1 i -

1-11 C 1 ~ I I

• . __.-,., ontroct1on ' 1.1.1

6 Cl drain----/---- ;1 JO,nf-·, .Q 11 I I

' :: ' ',1 t-<·----- ,1 ·>< ,-.,.5•oo' ,, : -------29·-10-'L_ : I __ .. • .. \

1

! (El 3730!4, /i _- ·.:cl' 3'6'',i-oc- / 'i 4 D10 , 8 deep handrail . 17 ! , -, , ,p;7-o ,,-Steel ladders not shown : post recesse Lt :

, J 115-ttJ"--". !,_, ! ', / ______ , ( In - I M.J·-~-!>-.11 \ / ; - , I

/ C;:,.. JT:T-, --~~

drain Axis of crest---,.!,, .-Crest - El 3648.00 6"c. :. drain and 1

• •

exp'.C'!,~~

~~ ITT1l mi ffrn, Metal seal------

12'' /8~:

;=--

El. 3641.46·:'L

" ~

SECTION

' ,.. .J t t4 ·48 -·· 7--,_ -Axis af cres

11[:r::_--\r--

A·A

6~~-­,,.~~ _,,

,:~Jape r in q) ' _"'!.... _f,_

E/369400--:r~~- -~I --y __ E/3694.00 :I 1

~ (l G v 111111 I lvG

I

f-< -rs'-6"

f>

6~t> 12' >

6''

12''•·

6" C l pipe drains-

_ 1, ~

t A ••.

; ,_·:o-. :-J" :~:::: o: ~

SECTION

-•6"

,·E/3638/2 v . .. ·+ ... · . ~: ~ ~

c-c

_:~;'

IL

~=~.,,._

~·CI. drains 1-'~ I

FIGURE 37 REPORT HYO. 469

, . .. :·:.-fT,-;·.- , .. , ------20-,J ------ c -t,~-- ----20-,J ------>, : a : ... : ; . ,,·: ' :

El.3638.121--··, -;:_··_8-6 ·· : l}J

_Ll

\J

• ~

' . '

T A • . "' ~

""'(;;'

ii

' " 6'Sewer pipesl-•

SECTION F·F

:J'o"x J'-d' Access shaft

1\11/:""'Y'~

' ,,·-~-\-46'."-~~ ~~~~g~;°i:J.2_~J .-€_ Spi/Jwav tunnel

__ r:El.3638.12 SECTION L·L 16011

[13730.50 - ---

1..-,.:: - - - --~- - -

\_.-...---

., ' "' ''----rar details of top of left spillway ,

end pier, see Dwg. 557-0-2505:'

Ele. varies-, Slape {; ,.--£13730.50 _[ ____ y __

El372B.00-•I: t-7·+·3'6': . : .. ~.-:

SECTION D·D

~r-- - --~~ Jt '

~~--____ T ___ _ - \ '-6'-oJ'),' I

~ B 1..0 - 11-n .>: I u1 --

/ - -- t-1: 11 '-J ,-\-\.J .•Contract ion _ u i

: Jomts ,, ' Ii -0------~-

----- ---- -0----- -~:---~----- --- --0- -- ---~ ---

11 ,.-_,..,-//:

-rn1

,,1;1 I ·1t·\ \ I I\ I I

_l1_U I

Ii. 4"Dia x8" deep handrail post recesses

- Crest equations -Y0 AX3-BX 2-CX, see table below for values of A, B, and C. Symmetrical about fl spillway tunnel

.s ::. :~.

j __ _

SECTION _.---1J" Std pipe extended

• into rock and calked with lead wool or grouted

'·Rack line

---If' Std. coupling or swoge pipe end

··1J" "r/ Grout hole

DETAIL OF "a" GROUT HOLE

<:~r-___ -.. _ . 'Slape fin 12" -- ·--.,

r )c~iraut hales

H (ii) 2dt both 1tt1ys, 25'! deep-~·-

Hanrfra1/ rst recesses symmetrical about spillway tunnel

',, '-·+s 4" Dia. x 8" deep handrail! \ ·,,._ past recesses-- .... ____ _,, /

·· steel ladders not shown-----·

PLAN HOIST BRIDGES NOT SHOWN

-1,, . " -,,,,,

.. , ; .1 -t.,~A ,•Axes of crest · ·

i /:-

B·B

-'Al.ternotive position / of keyways

}~ 5",.; '..19-;;,~-..,iJ.i .. ,[fi,, :..-6''

'' ,'.5::-· ''

SECTION E·E

COEFFICIENTS-FOR CREST EQUATIONS of crest -Sta. 20+ oo- -- . . _ No. A

CD 0.000106.45

(g) 0.000089840

Q) 0-000074742

@ 0.000061014

® 0.000048 5 25 ~@

0.000037158

Q) 0.000026807

@ 0.000017380

® 0.0000087919

B 0.010252

0.0094979

0. 0087899

0.0081244

0. 0074983

0. 0069089

0. 0063536

0. 0058301

0. 0053362

C 0.11039

0.11039

0.11039

0.11039

0.11039

0.11039

0.11039

0.11_~~

0.11039

; +- -f L~:--

Intersection of axes of crest-Sta.20+00----'

---?1 .-.~ !{' '·

SECTION J·J 1601/

.-.~!

SECTION G·G

"""T

-.., "' @,

~ 8" Sewer-pipe

s" Sewer-pipe drain with calked joints--, ..

.' drains .,,.: ··t

SECTION K·K/601/

L...c- - 12"--->ol ' "' i 1·6']--Slope fin 12'' ~------{El.3730.50

·.;, _____ j_

NOTE For general notes and concrete requirements, see Dwg. 557-D·liOI

REVISED AND ADDEO NOTE PERTAIN/NI TO CHANIE5 AT TOP o, RIGHT_ END PIElf OF LE,T 5PIL.UrAr,

RCVl4EO 8LOCKOUT$ FOR UTE ANCHORAGE.

REV/SEO OWi. NUlllfRS ON PLAN.

,-- I0-51 "I REVISED CURI ANO HANDRAIL !'OST RECESS LOCATION AT TOP D 8.Q~~~ OF /l'IErfS. ADDED NOTE PERTAINING TO DUCT IANK.

8-4-58 ~1 TRACED. ACIDED ACCESS SHAFT TO.ANO rtEVISEO DRAINS FOR D ~!.._ ~ COUNTCWWE1GHT WELLS. RCVISEO TOPS OF Pl£rfS.

THIS DRAWING SUPERSEOES DWGS. 557-0-86, 87, AND 88 IN PART

UNITED STATES OEPARTMENT OF THE INTER/DR

BUREAU OF RECLAMATION

COLORADO RIVER STORAGE PROJECT MIOOL.E RIVER O1\l- GL.EN CANYON UNIT-ARIZONA-UTAH

GLEN CANYON DAM SPIL.L. WAYS

INTAKE STRUCTURES

DRAWN __ !'_~-- --- --- ___ SfJSMITT£o_ f-_~_s_c_h~{t!_ - - -- - - - - - -TRACED_-~~·! ___ - -- -- - /fECOMMEND£D _ _g. _L.:. f!{c_e ___ -- - - - - - - --

PLAN OF "a" HOLE GROUTING PLAN OF FLOOR DRAINS DETAIL OF HANDRAIL POST

RECESS CHECKED ..f?..~~- ::~-~- ____ Af¥'IIIOVED_,;'i,~"i;i·-'dl::;:.;,r, IN '6- - -- ---

OENVER, coc:::t~ [';,"; 2 24, ,. s 55 7 • 0- 602

FIGURE 39 REPORT HYO. 469

3715 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3715

'7'AI 111 f 111 f 1111 f I 11 ITI 11 fffl 11111111 1!1111111111111;¼ 1111111111 lffl I I I I I I I I 14ftl I I I It 11 lMTII I fl 110011++ [' ' ' 'r' " ' ' ' ' ' 'r' ' ' ' ' ' ' ' ' ' ' ' ' '~, ' ' ' ' ' ""v IL 0

,I 1111111111111¥ ' ' ' ' ' ' ' +-+-l-----!-.-lG AT E OPEN I NG - F E IT 1 --t--+-+-+--+-A'~--1- -+-+---I---+ -1-i-

3705

ti 7 I I J, I/) I/

l7 .A' I I I I I I I I I VI I I I I I I I I V I,..-!-"

T V / V y w

I I I IL '111 I I 111 ffl I lffl 11111 i 11111 111111111 bt1 I I 111111 ttf 1111111 ffi 111 r 11 ffi+tl 1111 :ttftWffl tf1ll I I ffl I ffT I I ffi i I ff I I fTT f 1111111111

3100 17 :y 7

I I

'I

I I I I

l -- --

ti 111111111 ~--

ll I I I I I l 111 11

/ I I I I . . ,

3665 I I I I I I I I I V I I I I I If I I J.'l I I I I I I I I I I I I I I I I I I I I I

36601 I I I I I I if I I IA I I I I I I I I I I I I I I I I I I I I I I I I I I I I

3655 I I I I I .ff I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

3650 v I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 36480 2 4

DISCHARGE

6

IN

8 10 12 14 16

THOUSANDS OF SECOND

18

FEET

20

Jfliiiliiilil7 V J I/ VI I I I I I 171 TT I l 1·Tr I I .171 I I I I I I I I/

bf

22 24 26 28

I,"

t...,. 44 46 48

32 34 36 38 40 42

30

N 0 T ES

Discharge curves ore for one 40'X 52.5' radial gate.

Gate opening is measured vertically above spillway crest. (EI. 36 48.00)

The gates in each spillway should be operated simultaneously at equal openings.

Total number of gates-four, two on each spillway.

The curves were obtained from a 1: 63.5 scale hydraulic model.

50 52 54 56 ,,---£ Operating bridge

" erv,ce r, ge---- __ --1 / __ / ) , ------Intersection of axes of crest-

El. 3730.oo--' ; -- -~: - ::· Sta. 20 +OO( Along <t. of tunnel}

r. 5

- b -d ~-,.J \ ----Gate hoist-100.000# capacity

Max. W.S. El. 3711---------·, /-El 3704.00

-~1---:;::n-El 3708.00--,

" 100---------, Nor. w. S. El. 3 ~

11/ .---El. 3694.00

Crest - El. 3648. oo--

El. 3635.0----\

~

~ \ __ 40', 52.5;

Radio/ gate

SPILLWAY tNrAKE

5 - 28- 631 ADDED SEGTIDN THRU Sl'ILL. WAY INTAKE

D. :tJt',-11 UNITED STATES

DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION

COLORADO RIVER STORAGE PROJECT MIDDLE RIVER DIV-GLEN CANYON UN/T--ARIZONA-UTAH

GLEN CANYON DAM SPILLWAY DISCHARGE CURVES

FOR ONE 40' X 52.5' RAO/AL GArE 1 ,..a .. ~

DENVER. COLORADO, MAY e,19e1

Flow appearance in transition No separation Flow separated from wall

Flow aPPearance downstream from transition

Discharge = 138, 000 cfs, Reservoir Elev. 3711. 0

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow Conditions in Preliminary Transition

g,l '8~ :1:it t:E:"" '.:I I-' a. I

tl>-0) co

• 0

CC ▪ co

A

CO

-4

A

Col a, 1,4

0 0

0 0_

CD 4

t,L£9

9£ '1

3

a,

co_

- to CC

0 0

CC

-g<

CC

CCI

CC

4S9.

10 J

O SIX

O 01

co

40. 0 0' ---

0 0 CC

COO

oo 00 00_

CC

0 in

in

in r

rr > Z

in r z in

5000' Dia. -'

0 0

Z 1

1000 aas 1 -

tir'f4

GE

A3

-

0 CC

act

V-

V N

O110

3S

C) r rn

z 7 >

z co▪ 0

0

PR

EL

IMIN

AR

Y S

PIL

LW

AY

TU

NN

EL

S

1300k1 31V

OS

SA

VM

17

IdS

'-Tunnel portal

CM 0

2:1

w

MIN11111p-

-41.23 Dia.

<---T

unnel diam

eter va

ri es un

iform

ly

-41.00' Di

CO

CO

---

0

0 —

0 N0

110

3S

00

'94

9£

13

A

47.

CC

AA 4 A A Sal

cl, 4. cn

3,, Ir. 1

b 0_ -6

_=. I • 00' -.,,-, ,7t.

co i a 9, cn q .-

0 A+ —

0 Ca CO CO

cn

• s 90 ‘‘,

A

0 CO CD Col VO_

, o

8 g cn -

I 0_ 0 0_

C` 5

88.94'

iauu

rAi

Aom

ili d

s

CV/ CO

0

A ° xr,

FA.

0

C4

CO

CO

0

0

0

0

On ' 0, 0

tjd

,

Ca CA c7,

Jar'

oica (CO CCC — O CCCC

COO o_

C c g

V

No separation.

Flow in transition. Note small surface fin.

Figure 43 Report Hyd-469

Occasional separation from wall. Flow Downstream from Transition GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Recommended Transition

= i,,-,--AXIS 'OF CREST I STA. 20 + 00.0

! TUNNEL PORTAL-----1 PIER NOT SHOWN)

-~13848.0

'Ii, ~,4 5 r"t 7 8 . 9 . ,,

•22

•25

.24 •ea ':)3

ii~ '-----~7

~----- •31 I "'- ,~O

13~9 ~ 3~ ~39

NOTES:

,. For details of transition see figure 42. 2. For details of crest see figure 37.

~

' _ ~.,36 "'40

035 ~ 9\

~H ~~ 17

3. Piezometers located in left boy of left spillway nos. 1-21 on invert 't., nos. 22-48 on left wall.

4. Pressures were token with reservoir ot top of gates or elevation 3711.0, whichever was lowest.

10 0 10 20 30 40

SCALE IN FEET

ELEVATION ALONG TUNNEL Ci.

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

,44

18 45.

e:L.;,~Q.fl.:R!---~ 19 '\ : STA. 21 + 72.15-.:,,,,j

20

21

El, _3451.27 ------1

STA. 22 + 10.9---~

PRESSURES ON CREST AND RECOMMENDED TRANSITION

\

\47

\48

PIEZI STATION ELEV. PRESSURES AT VARIOUS GATE OPENINGS

s· I 10· I 15· I 20· I 2s· I 30· I 35· I 40· I 45· I so· I Full I I 19+85.6 3641.5 67.7 I 68.4 I 69.2 I 66.7· I 64,3 I 62.6 I 66.I I 61.4 I 61.3 I 61.3 I s1 .s 2 I 19+90.6 3646.0 61.5 I s2. 7 I 53.5 141 .4 I 44.6 I 39.9 I 38.3 I 38.2 I 37.3 I 36.2 I 33.o 3 I20+00.o 3648.0 49.7 I 35.7 I 29.s I2s.o I 23.2122.1123.1 I 23.7 I 24.2 I 24.6 I22.s 4 I 2o+os.5 3647.7 27.9 I 19.4 I I1.s I I6.s I 17.4 I 18.5 120.1 I 21.2122.11 23.4 I 23.I 5 I 20+ 11.0 3647.4 4.5 I 6.41 7.31 9.o I 10.11 I2.s II4.s I I6.4 I 16.7120.0120.2 6 I 20+ 11.0 3646.5 -0.11 o.4I 0.11 2.4 I 4.s I 1.1 I s.6 I 11.41 13.61 16.0 I I6.s 1 I 20+23.o 3645.1 -o.3I -0.21-0.11 o. 11 2.s I 5.2 I s.2 I s.9I 11.31 14.2 I 15.4 a I 20+29.o 3643.3 I-0.6I 0.11 0.1 I 1.21 2.1 s.1 I s.11 s.I I 10.41 I3.5 I 14.6 9 I 20+35.o 3641.1 I 1.sI 1.91 LSI 2.71 3.8 5.51 6.41 8.31 I0.3 I 12.9 I I4.0 10 I 20 +41.0 3638.6 I 1.11 2.0 I 2.31 3.1 I 4.3 s.s I 6.8 I 8.41 10.41 12.4 I 11.s 11 I 20+63.2 3628.2 I 0.9 I 0.7 I o.7I 1.1 I 1.8 2.41 2.s I 3.s I 4.71 6.3 1. s.s ,. 12 I 2o+s2.o 3614.7 I 1.91 i.9I i.9I 2.21 2.5 2.s I 2.1 I 3.6 I 4.01 4.8 I 5.9 13 I 2_!.:t:_Oo.o 3599.2 I 2.3 I-0.3 I 0.2 I o I o.5 2.6 I 2.01-0.6 I 0.21 o.5 I 1.4 14 I _ii+ I6.o 3581.1 I 2.41 3.61 3.91 4.41 4.9 5.9 I 6.2 I 6.6 I 7.51 9.9 I I2.s 15 1· JI+22.0 3574.7 1-0.21 0.51 0.71 1.71 2.7 3.6 I 4.21 s.11 7.6 I 9.s I 9.3 16 I 21+29.2 3565.6 I 1.11 2.3 I 2.s I 4.3 I 5.8 s.I I 7.51 s.1I a.el 9.7 I s.4

.17 I 21+46.2 3543.4 I 2.41 3.9 I 4.6 I 5.1 I 6.o 7.31 6.91 7.21 7.41 7.51 8.3 Is I 21+59.7 3524.0 I 3.31 6.21 7.51 8.4 I a. 7 9.71 9.31 9.71 9.71 1.0 I 11.0 19 I 21+69.5 I 3509.9 I 4.01 5.51 6.61 1.sI 8.41 s.1I 9.1 I 9.41 9.71 9.s I 9.8 20 I 2I+1s.s I 3497.4 I 2.1 I 4.6 I 6.6 I 1.s I 9.1 I 9.9 I 10.s I 11.3 I 11.3 I 12.3 I 10,9 21 I 21-t-99.6 I 3466.9 I 3.31 5.3 I 7.3 I 9.21 10.11 11.s 1.12.21 I3.3 I I4.s I 1s.o· I 16.0 22 I 20+ s1.a I 3654.3 I - I - I - I - I - I - I 3.2 I 1.0 I 5.4 I 6.3 I 9.8 23 I 20+64.2 I 362&.s I 2.1 I 2.41 3.5 I 4.31 5.41 6.3 I 7.31 s.2I 9.21 11.3 112.1 24 I 20+ 65.6 I 3630.3 I 2.41 2.41 3.4 I 4.2 I 5.3 I 6.5 I 1.2 I s.o I 9.1 I 11.0 I 12.6 25 120+13.9 I 3645.s I - I - I - I - I - I - I-1.sI-1.6l-6.0I - I s.s 26 I 20+&3.o I 3615.9 I 3.0I 3.6 I 3.5 I 4.o I 4.21 5.1 I 5.31 6.01 6.51 7.9 I s.9 21 I 20+86.5 I 3619.4 I 1.s I 1.s I 2.1 I 2.21 2.0 I 3.1 I 3.71 4.8 I 4.9 I 6.2 I 7.5 2s I 20+94.o I 3629.4 I - I - I - I - I o 1-1.s l-6:4I-6.8 l-6.3 l-4.3 I 4.9 29 I 20+01.4 I 3601:1 I 2.11 3.6 I 3.6 I 4.o I 4.41 5.21 5.51 5.6 I 6.31 1.0 I 1.2 30 I 21 +01.0 I 360&.o I 1.41 2.4 I 2.3 I 3.4 I 3.9 I 4.6 I 4.9 I s.3 I 6.3 I 6.9 I 1.2 31 I 21 +I3.s I 3613.6 I - I - I - I - I 1.21 2.1 I 2.21 3.o I 3.6 I s.1 I s.s 32 I 21+19.4 I 3584.3 I 5.3 I 7.6 I s.o I s.3 I s.2I 9.o I 9.3 I 9.6 I 9.8 I 11.0 I 11.3 33 I 21+21.2 I 3590.s I 2.9 I 3.1 I 3.8 I 4.31 4.6 I s.2I s.o I s.2I 6.3 I e-.1 I 6.o 34 I 21 + 35.1 I 3598.o I - I - I - I - I - I 1.s I I.s I 2.4 I 2.7 I 3.9 I 2.1 35 I 2I+2s.6 I 3577.5 I 1.11 o I o.s I o.9I 1.21 1.91 2.41 2.11 3.41 -t:2 I 4.9 I 36 I 21+34.4 I _ 3584.6 1.4 2.1 1.9 1.9 1.6 2.3 o.s 2.1 3.0 3.3 2.7 37 21 +43.2 3592.1 - - - - - 2.1 2.0 1.3 2.3 3.4 0.6 38 I 2I+32.o I 3568.7 I 3.5 I 4.21 4.3 I 4.71 s.o I 5.6 I 5.9 I 6.2 I 1.0 I 1.s I 1.s 39 121+44.3 I 3576.5 I-0.4I 1.s I i.6 I 2.21 2.21 2~ I 2.s I 3.3 I 4.01 4.5 I 4.8 40 I 2I+s1.4 I 3582.7 I - I - 1- I - I - I 1.11 o.9I 1.51 1.sI 2.41 1.s 41 I 2I+s1.s I 3547.1 I o.3I-0.2I-1.6I-2.0I-2.1I-2.0I-I.9I-1.1I-I.4I-2.I 1-1.0 42 I 2I+6s.2 I 3556.3 I - I - I - I - I - I o.6 l-0.2I o 1-0.21-0.2 1-0.1 43 I 2I+6&.o 3558.0 0.71 0.7 0.1 I o.3 1.3 0.4 44 I 21+79.3 3538.0 1.5 I-0.4 1.3 I 1.6 I.I 0.1 45 I 21+&9.5 3523.8 2.3 I 1.9 2.3 I 2.3 2.7 1.9 46 I 21+97.5 3510.6 I -1-1-1 1.31 1.31 1.sI 1.9I2.0l 2.3I 2.912.4 47 I 22+Is.2 3481.1 I - I - I - I o.s I r.6I 2.s I 3.4 I 4.6 I 3.5 I 5.9 I 6.2 48 I 22+22.s 3474.9 I - I - I - I-2.2I-1.6I-1.s I-1.0I 0.11 o.6I 2.0 I 1.6

;o I'll "IJ. 01'.!! ;o G') -tc ::i:·::0 -<:I'll C,,1:1. • ,1:1. ,1:1. a, U)

FIGURE 45 0 THY 469

SECTION A-A

..,. 6 r>-<iH _ -Y • 0.0001195

r-+----+---+-------+-o -r----

~--L·f ···/_, ... : I ,.._

E ..,. + 0.01255X2 - 0.0035X

1,0;._,~/ 7,0~/

----!-- --;-----,----------.--

15,"""'t----+------J

16

H-H SECTION G-G

_.'!"

•1

JO ----~ ,_ 450; ~ 45°

13 8 II

3 .... _ ... ____ Piezometel"'s) • 12 14

SECTION 8-8

PIEZ NO.

PRESSURE

10 0 10 20 30

SCALE OF FEET

, ~-o·

,'Ii

SECTION A-A

SECTION B-8

PIEZ NO.

PRESSURE

•••

40

SECTION C-C SECTION D-D SECTION E-E SECTION F-F

10 II 12 13 14 15 16

7.5 -24.7 15.2 -4.4 -14.5 15.1 13.9 26.9 40.5 52.6 66.7 64.9 69.9 71.2 64.7 63.7

A. PRELIMINARY

,y • -o.002osx2 - o.4135X

/ R • y + 0. 0035X

NOTE Pressure token at maximum

discharge, 138,000 cfs.

All ...

B C

--+---- ,·----1---

ELEVATION SECTION G-G

.. , ' 10 ..

"' ' ' ' , -... 13 -* 450 I ..;: ' .,/ ~~ ,,

' 4!5" / ~5~ 16 ·.t;.••· I ' 14

17

• 12 15 18

SECTION c-c SECTION D-D SECTION E-E SECTION

4 10 II 12 13 14 15 16 17 18

3.8 8.2 22.0 5.!5 12.8 16.6 5.7 9.5 18.2 8.0 14.2 28.1 23.6 33.7 41.4 63.6 67,8 68.4

B. REVISED

GLEN CANYON DAM SPILLWAYS

1:63.48 SCALE MODEL

TRANSITION AT DOWNSTREAM TUNNEL PORTAL

F-F

Discharge = 25,000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in_ Preliminary Left Flip Bucket

Discharge = 138,000 cfs

~ l:tj (1) ....

'"d~ 0 'i ::i (1)

~~ Q. I

,i,. 0, (0

Discharge = 25,000 cfs

GLEN CANYON DAM SPILLWAYS

1: 63. 48 Scale Model Flow in Preliminary Right Flip Bucket

Discharge = 138,000 cfs

~ laj ct) .....

'8~ >; >; ..... ct)

~'.:; Q., I

ll'>-0) CD

Discharge = 276,000 cfs T. W. Elev. = 3180, 0

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow Conditions with Both Preliminary Flip Buckets

Figure 48 Report Hyd-469

°' °' N

A o'-

~ ,,

I ,, ~,. I

A ~,

-<J A

,...-TUNNEL PORTAL

S= 0.0035-, ....

.,. ,

t-<--------- 217.0'±

PLAN

B ~,

~J B

R = 109.92' \ ~= 35° 12' \ \ \ \ \ \ \ \ \ ~\

\ \

\

C -<7

-<J C

\ \

\ \

'-11 11 I I 1 I 11

I I I

SECTION A-A SECTION B-B

I. I I I

I I I I-<- --41.0- -->-1 I I

SECTION C-C I I I I I I I ----------,-.+,,c.----- 63.43 ---->I ,-.C--3.50 I 11

SECTION O-D

GLEN CANYON DAM SPILLWAYS I: 63.48 SCALE MODEL

FLIP BUCKETS-FIRST REVISION

::0

~"Tl o­::0 G)

-tc ~:o plTI ~~ a, U) ID

Discharge = 25,000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Left Flip Bucket - First Revision

Discharge = 138,000 cfs

~ "%j (1) ....

'8~ !l~ ~g; 0.. I

"" 0) CJ:)

Discharge = 2-5, 000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Left Flip Bucket - Second Revision

Discharge = 138,000 cfs Jet intermittently depressed by tailwater surges. :;:a >:rj

(1) .....

'0~ 0 'i :t (D

~e: Q. I ~ 0) co

Discharge = 25, 000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Right Flip Bucket - Second Revision

Discharge = 138, 000 cfs

::ti l'tj m ,... 'g~ :l ~ q~ 0.. I

ti:. 0)

co

•

A

I ' I I I I I ~--17. 72 -~----23.43 ---:a;<--------- 40 --------->t I I , I I I I

FIGURE53 REPORT HYO. 469

I I r<--3.5 I I --_r---i-

CI)

_ __,___._ -L

A AL+--+----+----- ----------+-4---.....a...._JA

662

I I

l ,..--TUNNEL PORTAL I ( : ) r-c---1

PLAN

I I

20' __ .J I

NOTE

.. I I I 1 I

_j ______ ·L. -..

--J-

I ' \ I I \ ', R= 109.92 1 _____ _,,-1---------r----- ,~--,,

,6.: 35°-12 ..__T ________ ..,. _____ ..,.._..,

Left Bucket shown,Right Bucket similar only on opposite hand.

' -~ ~ I I I

\ \ \ \ \ ' \ ' \ '\

\ ' \ \

\ ',, \ ' \ ' \ ' \ '

\ \

\ \ \ \ \ \ \ \ \ \

\ \ \ \ \ \ \

SECTION A-A

'\ ' \,

' \ ' ' ' \

' \ \

\ \ ' ' '

GLEN CANYON DAM SPILLWAYS I :63.48 SCALE MODEL

FLIP BUCKETS -THIRD REVISION

Discharge = 25, 000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Left Flip Bucket - Third Revision

Discharge = 138,000 cfs

::C,"1.1 (D ....

'8~ ::t.~ ~~ Q. I

,IS­O') co

Discharge= 25,000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Right Flip Bucket - Third Revision

Discharge = 138,000 cfs

~1-:tj CD ,-..

'8~ l:iJ ::z::,:,, '< ,:,, c.. I

,i:-C'l co

Discharge = 25,000 cfs

Discharge = 75, 000 cfs

Discharge = 138,000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow from Both Flip Buckets - Third Revision

Figure 56 Report Hyd-469

OI OI

"' k,_ 17. 72'~-- 23.43'-~-- --- 40' __ :_ ___ ....-4<--- - 30' --- -.>-l I I I I I

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j' I I ~~--v- I I i =;>---------:r-~~ l : I ,- ,-~----TUNNEL PORTAL L+- --20'-~ ~ -3.5'

I f"--TUNNEL PORTAL I

I I t<------- 401------>1

I I I

PLAN

R = 109.92'. ---l-------1..----~---, ti=35°- 12·--- --!~-+- ------~-- -- _'.,._,

I I '

I .. I

¢ I I

I \ I I I \ I I I \ I \ I I I I I I

' ' ' ' ' ' ' ' ' ' ', '

SECTION A-A LEFT HAND BUCKET

'

PLAN

R = 109.92',-- ,--:-------+----".---, ti= 35°-12 -----r----- --\·-- -- -';_---

' ' ' ' '

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

FLIP BUCKETS - FOURTH REVISION

I _, a v I I I

\ ' \ ' \ \ \ \

I ' I '

\ I I I \ \ I I I I I I

SECTION B- B

RIGHT HAND BUCKET

' ' ' ' ' ' ' ' ' ' \ \ ' \

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Left gate full open, Q = 5, 760

Left gate 50% open, Q = 2, 290 A. 100 Foot Head

Left gate full open, Q = 10, 770

Figure 59 Report Hyd-469

Left gate 75% open, Q = 3, 630

Left gate 25% open, Q = 1, 150

Left gate 75% open, Q = 6, 780

Left gate 50% open, Q = 4, 290 B. 350 Foot Head Left gate 25o/o open, Q - 2, 150

GLEN CANYON LEFT DIVERSION TUNNEL OUTLET WORKS

Tunnel Flow Conditions With Parallel Conduits - Left Gate Only 1:24 Model

Troshrock structure-. •,

100

Extent of final tunnel plug-,

8f¼.~ o/ ~

;;-,.,

PLAN 0 100 200

SCALE OF FEET

,-Construction raise to be used ' for air supply

y -t\\ . ~Oufiet-gaies;---- \ ,, .-Trace of spillway tunnel il1/irc· e%'1' fX~,~ : : / '£'\, ----£; ,1J~dl -' !Ht:::::::=_-:_-_-_=_--~~~====':_-:_':_"'.'_-:_-:_=_-:_=_=_=_=_=_~_=_=_ d_ '¥,;-e1~~~~~~=::::::::::::::::::-.. ::::_""._=_=_~=_=_"'._':_":_-:_=_':_=_~':_=_1i1~~~~~1;11 ._ ,

£1. 3170.67-; , ,,. ,,' ,, Sta. 22+03.20-~ Sta. 6+85.50 __ __.,. :,._---Sta. 23+78.20 Sta. 26+11.72 - __ ,.:.

£/. 3156.00 •

£/. 313737·-r:,

Gate operating chamber--.

£/, J/88.00-. --.

~,A / 3' Ventilating pipe

! ,-Steel _Af;a:o:'.: bulkhead

-;~'

ELEVATION ALONG f 41' DIA. CONCRETE LINED DI-VERSION TUNNEL

er>

--Original concrete lining r5'x7'Access. _A_

, adit--- ---

~

-----

.P======-===r-),;/ LJd a:) 1C:. .I, ,:;1n,

Note: Reinforcement for gate operating cl>-chamber, 7',5' access adit,gafrls and conduits not

,-f Diversion tunnel.El. 3157.87 operating qho'['ber. downstream ~ecfion of . . 1. shown, Gates to be left in place and gate (E Diversion tunnel, El. 3157.87

~---. ------<r-- ··- conduits, 7 x 5 access adit. and 5x 7 access ad1t -l'-o",14'.6" Conduit(s to dam to be backfilled and grouted before

lined bottom and sides) fmal section af tunnel plug 1s placed.

i 1m:?~ 1 =k 1-4-L--I 0

I

SECTIONAL ELEVATION THRU OUTLET GATES SECTION A-A

20 0 20 40 0 !5 10 15 20

SCALE OF FEET SCALE OF FEET

Sta. 36+96.00· ---->1

£1. 3156.00-

SECTION C-C

10 15

SCALE OF FEET SECTION B-B

/

FIGURE 58 REPORT HYO. 469

.-Original concrete • tunnel lining

Diversion funnel, El. 3157.87

lfEVISEO TOI' OF OAM AND SPIL.L.WAV DEF&.ECTDR •uCKET

WIDENEO ACCESS ADIT IN TUNNEL. PLU6 AND REVISED #OTE

REVISED TO CONFORM TO THE DETAIL DRAWfNGS TO DATE.

UNITED STATES DEPARTMENT DF THE INTERIOR

BUREAU OF RECLAMATION

COLORAOO RIVER STORAGE PROJECT MIDDLE RIVER O/V.·GLEN CANYON UNIT--ARIZONA-UTAH

GLEN CANYON DAM LEF'T DIVERSION TUNNEL

OUTLET WORKS

DRAWN _____ J:.~ ________ .SUBMITTED ___ Q_~,__w::.,. =- ______ _

TRACEO __ _,J,..F,_~- ___ ___ RECOMMENDED _7~~---CHECKED£if""'fll'...,l._APPROVEO~~--- ___ _ ···T. CO•• eesr,..,.

DENVER, COLORADO, JAN. 30, 190B

.. .. ,.

G

) ' "'--PORTAL

STA. 38-t 98

A B<C~ ~E PLAN

14

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r El. _3184.6 ____ _

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21

20

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12 SECTION C-C

STA. 37+40

1:_,~iJ- El,_3190.97 .•••••

25

:t1 ... _3!tLH. ,._24

f;l,,_3_1fQ .. tl8.~ 23

_______ gu1.1~D..Jt ____ _ 22

11.,1".l-- I ,_ ______ ___. El._3145.15 ___ _

13

SECTION 0- D STA. 37 + 45

~ E,!._ 3j87.62 ___ _

19 EJ .• }!94,0 __ _

18

__ :J:~'- 3160,0

''El. 3171.26

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15

-----1-----'b-l!U,Il __

SECTION A-A STA. 37 + 26

17

16

, I, -!.~t:-~1.9.9_,_t.t ___

I SECTION B-B

STA. 37+35

__ J!J. 316Q-O

14 --------~!:.l'i~~!I ______ :~ 5t50.24 __ _

4 I

SECTION E-E STA. 37+54

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

PIEZOMETERS AND PRESSURES IN RECOMMENDED LEFT BUCKET

,~ l~.llll.1,.

l~.mib

fl. 3197.16 __ __

32

31

( ~1,lili<l-l'r:O~}!SJ,9.... __ _ tl.A!I0-9 .. __

Note: For Details of Bucket See Figures 60,61,62,63

,· PRESSURES IN FE.ET OF WATER SECTION F-F

STA. 37 + 63.5 PIEZ Q c 138,000 Q = 100,000 Qa751000 0=50.000

I 211,3 166,6 132.9 95.2

2 205,0 164.7 132.3 93.9

3 206.3 164.0 133.& 95,8

4 146,8 113.7 91.3 84.1

• 34.4 27.8 25.1 17.9

a 0 0 0 0

7 119.7 27.4 44.0 19.8

8 53.6 11.5 1.0 -9 67.4 29.8 6.6 0.4

10 132,3 106.B 59,5 29.8

II 65.5 31.7 7.3 -12 150.8 119.0 84.6 152.9

13 82.3 50.9 27.8 9.9

14 99.9 80.7 60.2 39. 7

15 138.9 80.7 6.0 -16 133.9 74,0 25.1 -17 71.4 14.5 -1,4 -18 -4.8 -0.1 - -19 - - - . -20 143.5 88.6 46.3 9.9

21 91,3 37.7 11.2 4.0

22 138.9 90.6 56.9 22.5

23 92.6 47.8 25.8 6.0

24 17,2 4.0 3.3 0.7

20 -1.8 - ~ -26 123.0 94.8 76.4 52.9

27 90.3 60.8 43.6 25.1

28 25.1 5.3 1.3 1.0

29 -7.8 -4.6 -3.S -1.8

30 30.4 22.6 22.5 17.2

31 21.8 10.8 5.3 3.0

32 -3.3 -4.0 -3.3 -2.6 "' "'""Tl gc;; .... C: :,: :u p111 • a, m~

Discharge = 25, 000 cfs

Discharge = 75,000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Recommended Left Flip Bucket

Figure 65 Report Hyd-469

Discharge = 25, 000 cfs

Discharge = 75, 000 cfs

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Flow in Recommended Right Flip Bucket

Figure 66 Report Hyd-469

Left Bucket

Discharge = 138,000 cfs each bucket Tailwater Elevation = 3180. 0

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Operation of Recommended Flip Buckets

at Maximum Discharge

Right Bucket ~l'tj CD ,...

'g~ :l.~ ~~ a. I

,i,.. O') co

OI a, N

z 0 ~ 4 >

3350 I .. ---WATER SURFACE

I I S a I 0 0 I O /[___ I I I I 3300L----+----7~~::::::___:_+----~-----t----i-----t=--,::i;;:::::---r----7

UJ 3200 -~ UJ

z 0 ~ 4 >

310035+00 37+ 00 39 + 00 41+ 00 43 + 00

STATIONS IN FEET

RIGHT SPILLWAY

3350 , .. ---WATER SURFACE

45 + 00

Note: Profiles token at maximum discharge, 138,000 c.f.s. each spillway, T.W. elev. 3180.0.

33001----,------1-------t---::;~£:::::::. __ -+ ____ + ____ +_::._--=::::::~:::... ..... =--L---J

Z"'° b i:::J 31001 I I I I I I I I I I

35+ 00 37 + 00 39 + 00 41 + 00

STATIONS IN FEET

LEFT SPILLWAY

GLEN .PANYON DAM SPILLWAYS I: 63.48 SCALE MODEL

43 + 00 45 + 00

WATER SURFACE PROFILES FROM RECOMMENDED FLIP BUCKETS

::u .,,.,.. ~-::u Ci) -tC ::c ::u ~ITI _.en o,(I) co

Portal, S-117. 55~ze-, : '---:

'<::,

~ -r-·

' '

~. ' '-S-tc.351-37

l "' ,,, '" '" ,"

J../' . , • --£/. 3140.00 : ',.,,-···G-BJ ""

PC., Stu. 35;..5z_/ : I

- ·-·cl. 3160. II--~~ I

,---· E/.3I60,6/-· r·.

1 ' I I

, : I I ' •· I I I --1 · , , ~ J /_ . 1 ',..,··6-/J _, 11- -•-\ I ~ I I

:.,.. .- - - 1 -Stet, 351-85.6( : I I I I i I I : -f--------------J~ :

• I I : I I -c.-

' I I

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-~:M.,;

0.6

f/.3/30.0

f/.J/27.0''

_SECTION J~J

er3/9fJ.6/·c -~ •• _'£)

~--· SIIJ. J6 +0.69

Trace o-F -typical woll liFfline--·~

1-------------~~~------/

/

,/_..-·a·c.l.plpe drain

El.317.3.00---~ / ,

H= -----· - -~-----/::_L ___ ----------

FIGURE 60 ~ORT t-fYD. 469

.--"·cl. 32.4-3.13

1 I

r----

,--L. ,',!

/ I I , , I

,: / r···-,s-to,_35,-zz

I I I

,_ I

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I -- I I -. ...... _ -~ I

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~ : I I : i---L-L __ • ----:5tp. 36+/3.69

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I

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I

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,1

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t -.._ i

:\ t--t- -~----t-

ii ~

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~

1

I -~ c:s;¢ ),+29Ar---st¢,s•39.3+ ,

' : ~

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ii._

Skr. 35+92-,-~ :

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Grafinq, ( /x. ¾11 '- ..,.

eiars l!J/f."cre,J---- .\::

....:l fl. Jl43.l3--~---­

"-~ t" 1'\',

.. a·c.,. pipe drain·. - -

ti I\ 1' \ ' I! \ ' PL A /_.,..: \ ',,

St'o . .35~22-· ~ -1; ~-- _ _:-:_-:_ ~-=.-::.--~: .. ::.-=_-::_---_-:::....,-- ------ ',

l '-~ ·-E/.3I82.00 \ ,

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6/1983)

,-Port'ol,St'o.35~22 11

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; El. 3160.6I -- - - '. ', i r----51-a. 35~92 I \ \ I

--· -·---· \ I

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I

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. el.A-, '--V'-'Ja. fl.3146.5---

.Sta. 35•52·--.,,.,

/

\/ SECTION A-A //,/

( Lint of minimum exrarat,On

;,.-o I I

t-<sta. 36+/3.69 :

78

5ta.3Gl-l3.69----

FZ fini,h-.

0.8

I /

/ I I ,' I : __ ,.,,,,,· R-1 / ~~ . / I

-..: / J

1 / --·£1.3157.61 /

_:}_~<A·-·J'la.3.f•85.61 / ,-··e:l.315',f-.68------. __

I ,Sta. J5+8/_ r )'. _ ~ '

sta. JS •34 --- -r-------- lf_

ElJ/465'-;.

----- l?emove exi,t,-ng cancr,t~ ·

r- - ---7---+------'----~ C=l-cr- j«nl··'

I I

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I

/ cconslruct,-on JOJnls, ,--- -e: ,. 31 .36. 5 ----,

- El. '3/82.00--'-, ------~ .s,,illwoy runnel

\ LEI. J/284 .. \

'-- Line of minimum excaratiari _.

CONCRETE REQUIREMENTS FINISHES:

lnfer;or .surface alon9 and above f'lnal if111er-f ___ _ r4-orU3 Con.s+ruction Joint surfaces _________________ rl orUI ·All of her surf'aces ___________________ __ r2or U2

STRENGTH: Oesi9n of concretQ i~ based on a co,nJ-J' c..·ssive stren9rh of' 3000 lbs. per s9. inch a/- 1:8days.

El. 3175./8--­- .{~£1.:3176.18 I

-"1 c.12·

·1--l?elnM existing co«r0/e

,

I

'

I

, I

/ £/. 3/60.6/ -~t / -- -

/£/.3/5~.68---·:

/"' .......... /, /~' ,' \ \ ',, concrete---<~ '

'.-·Excavate os steep as procficable in sound rock

.---0,333:/ .--1

4-1 :o• Dia. -fun~,;;_, ~lf~: \' ',, l?emove existing

Lmeofmin,'rrw,m ,< --O./O-I ,- ,~· 1 1 I ', ··7' ,__ ~- ,,_, l '. eACOVotd,n _ ... , -- -~" / / ¢.,.--_ \ ......

\ '.. $, //// / 0\ \ ',, I ' '. \ / ,,,,,, ,' ,'-.:.. \ ' ___ ,,.,., 1· \ ' - / ' N .'3Mm.R. ' #

' / I ..._.._ ' ,I" --- \ ./ / ,'/-J-:--i \. ;<.,o..5/3"1.45.i > r :· !:.f:~~~l!::"t - :;,.._'(:_ / :-4~·,o,---"'t'?~.o-.,;"; / \ I

II-- f · ')( L : if6·/I Y,~-~,~~ ' _ __ .· <'- --mxeof'sfrucfure

/ "'-..'-.. , 1,,· · J, ·---p T-< '-- --· f' r// ,. af Sfa. 35• 37

7roceof"~fr:ctzJrr,__...'.., -. \·., '•-UJ/3;.f;?------' _,,;,.,/.,, / ·--~ atSfo.35 37 -., '--- '--·->---rz3/3"'2,._ __ .-,:c--;,..- _ L -····- •• :

' ~ ........ _ .. _c,, g, o>_.- / 0 F ' ~ , . :::-.... ----~---:--£/,312B.4 v - -. '

____ .,......__~ I '.__ 'f V .

'Ex.co vat/on varies vnif"on,.1/y Frew, :.SECTION C-C Str,.351-zzt-oSfa.35•37

NOTES Chamfer J"or fool all expo~ed corners unle.ss . ofhQrwise specif'ied. Reinforcement required btJt'nof shown.

UNl·TED STATES OEPARTMENT OF THE INTERIOR

llVREAV OF REC~AMATION

COLORADO RIVER STORAGE PROv.:CT Ml ODLE RIVER OIV.-GL£NCANY0N //NIT· ARIZONA -UTAJ.i

GLEN CANYON DAM RIGHT SPILLWAY-DOWNSTREAM P0h'T'4L

DEFLECTOR BUCKET Pl.AN AND SECTIONS

o•Nv•1t, _c~,$~J>/- i 0,..J~l! 25,i'l•.r.

£/. B--'~·

-r-­El l!r--' H~

FIGURE 61 REPORT HYD. 469

_t_!:+ •' --------~ -~ 1 · --2~11J.'.'.-7(Grotinqnof.shown, l

5!0·-----.

· El.!Jt60.tl---, :-<" r_ ->-i :· ·£/.3160.6I ___ r ' ___.__.:t_

£1.B---, __ L ,z:, ,.._

s·c.l.pipedratn --··\:~\\,-

3,0"\.c-

···-E Spillway tunnel

Cl.533:/-, ~--~ ___ ] '"',,El. 3154.68-··:

--, '

SECTION D-O(1982 TYPICAL FROM STA.35+-22 TO STA.!15.,..52

, .-----£/.3198.6/ .a __ _ -------------'+t'--12·

(£/.~~~~:~~----1e·c.t.pipedr~:~ Lt- - !6'!. ____ _ i---------- 23 ' 1

'··fSpillway funnel

5'-1f "-- - .. ,

~

-----------.23~6'!. ----- 0

I r·-:E Spillway tunnel

5<o'(Radta/l- •• -,:._t _...., :-·-c/.3/60.6I l ' ' ..

E/.3160.tt-:~t__ __ • '--'--- --' F---------

0 333:/ <Radial)-, rl=------ G- -------- I -:~~l.3l5+.611

. i'' --n - - ' '

' ,I', , ,r - • -c,. 0

1

, 20~6-R.>,___· ',, I __ f_ '

El.A----.

r.· ·· El. 3/!JO.O

SECTION £-E (/!382) TYPICAL FROM STA.35•52 TO STA.35.,.67.36

STATION El.A EI.B E STATION .El.A E/.B

35+?? 3/3+.ffi 3176./8 Q -35• 54- 3138.98 3/B!J.89

35r29.38 3134 f3 3/77. 65" C \ :.35+!i6 3/39.62 3186.56 35+3/.0 3l3+.5S- 3178./9 2'-3'16 35,.5850 3/4-0.48 3/87.4-0

3.5± 3.W 313+.U- ~/78. 86 3'-7¾' '3!)-1-6/ 3/,#-/.4-0 3188.23

35"• 3S:0. _-,/34.96 3179. 5"3 f-'·9'11" '3"5+68:"5fl 3/42.39 3189.07

I 35., 37.0 ·31ss: 22 3(80.20 s'-.9'ii' :-55+66 5/43.46 3/89.9/ I 3~+39.3+ 3/35.5'7 3180.98 6'11""" '95'67.96 3-/44,JJ5 3/90,56

~·+1.2, 3/35.89 3181.62- 7'-IOA" '5~50 !JT-44-,60 3I90.U

,5•f3.l9 3136.26 -~!.?2,P ci·-o· :S5•7I :f!/45.82 319/.58

~+45.50 3/36.S2 3/82.381 9-11:· YS-73.50 3/47./2 3/92.4-2

.55-.% ~/36.86 3183.21 !IO'-W 35i'76 3/~.50 3193.25

:3~,-4-9· 3137.58 3184.22 : ll'-3/" 35+78.50 3/43.97 9194.09 i

-~- r5138,39 3/85.22; 12~5/' c35-,.-g1 3/51.54 B/94.93 ,

'95183.50 3/53.20 3/95.76

'35'85.61 3154-.68 3196.4-7

....SS.•86 3154.96 -S/96.60 !

e·c. I.pipe drain - -

f: Spillway tunnel-- - __ ,

'5~0"(Radia/)--,-· :L-~ ,-,£/. 3/60.61

I. 3160.I/--·, tJ' 'j___ ..L _____ F---------t__ - G ------ --r-

OJJJ:/ {/fudia/j~, ---~~-;T~~~B_=:~~----_-_+----r--·----- H

----EJ. J/40.IXl ___ l

I ,-·-Et.D __ l' __

'--·"ID.}t

,- ·£'/. 3130.0

SECTION r-r(/9B2)

',"'a

TYPICAL FROM STA-. 85-,.67.96 TO S_TA.35+-92

TRANSITION DATA

--.--~ N

EI.Sl76;7B---, _L

II

, I

'--B"C.ipipe drain

H4-OETAIL Z (/982)

/-_-Slope[

~--- ---·El.3175.l8

,, r't';-+, • :_£·--£/. 3174.00

,c- ~ I

ie"c '. ~ ~ -c:1. ·/·P1P" rain __ _

SECTION H-H

VALUeS OF 0FrSE'T H

E/.C E F G ~-,~ 3.5•56 S5~.!iCI ~-~t635G 35.,.~., 35,f;l/36 35'-68SD .35•71 35•7.J.50 35•76 35•78.50 5:iiBf ~5D ~5•85.61

3/50.9/ 13!2,: 20~,i- 20-6k '3138.98.:: tl3'c-2/" 3/49.37 /~SI ZO'-Gi 3139.62 · /3~ fl• 73:/jj"

- ---~- ~-- -/3-10_£

3/4-7.95 14-91' IS!.v--; 20-7.1" 3/40.48- 14--91 ,.,,_~,· 14:.1or

3144,80 /5°71° 18~/IJ 2.0-t,f 5T4Ti'«fc: ts-7J" f~7F ~¼!JI- /5'-91

314-5.82 16'-.41" IB~5r- 20·9J"_ 3142.39- 16'-5" /6!!JJ" /h'--61' /t;!.7J" 76~81~ -

8/44.96 17!1/" IB~OI 20:111,· 3T4-3.4o" l./7.'.2" LT!2J" /7!3j" 17!4,· 17~51' 17!7_£

.31:"1+.S!S 17:.e,r /7!ar 2/!./f'. 31#.35 - J7/.t3/" 17!9~ /7:9'• j7!10J /8!01 1a!2t· 18'-4.

/7!7j" 2/!ZJ- ""Ti#4-.60 - t7i/Of' 17'-/qz 17:11r 1s·~o1 18~2' l8'-4" /8!5J' 1e'-6t0

17:21,· 21'-41' "5Pf-5.Bf. ±e'-6· l8'-61. l8~71" 1s:a1· 1e:91-' /8'-111· 19'- ,,. 19:,,- 19"4-i'

16'-BJ' 2,:7r "'5'f47.~ 1etoJ 19'-!I" 19_!/j" 19.~s· 19'4-I" /9~6t. /9:8'· t9!8J ts!-111· 20-21

l6'-31 21'-//A" 314B.5(r 19•61" NJ'-7" 19-71" 19--r.;_9."' /9~ 20-()j' 2d-2J' zo:21· 20·5i" zo·-~· z<htl" 15!101· E!2'-3" "!ff4e.97 /9~/lt" 19:111· 20-01· eo-11.· 20'-!J" 2.o'-5£ zo'-7• e.o'-71' ff)~Joi 2r'-1r 2;_~4t' 21:sr

15!5J" 22:7,· 3.151.54_ '2.0'-'JJ" 2<Mf 20"41° 20·51' ffi..-7= 20',-81~ ·fildOI 2thli" 21':-tl' 2t'-4l'' 2f·Bt" 22'-o· 2-f.=-# /4!1Jj" zz!fll 3153.20= 20-sr eo'-5/: -20!,£J.· 20:-7J' 2o''JJ£. -2d:-.lli 21:01" 2,:1i' el'-4-i. 2/~7i" e1'-toltee:e;· ee:6i" 22!11"

74~7s zs:cs~ '3T54-.68· zo:1a_· ea~•· zo-7J" zo!BI" 2_~~£_~0'-11T 21-11· 2t-2J: 121'-4/" 21~7[ 2,~11r 22'-3' ee:71• 2 2·-111 23-3,f'

t4-'-6i" zs!.41" El. 3160.61- ---, rc-L . ..,

,El. 315761 - t----:h, 1.// 35-,.99.50 3I57.6I 3/37.77· f~ " IJ3""11,t" 24'·<>1·

~ EI.J/!i7.ll-----~.':<r-~L-

Elev. varies --I

' +, I 1

1 11 , 11

I

k---·/3-6- -- - ----------24-·6 -- · -----..;

/ / /_

SE.CT/ON G-G (1982)

I I I

' I I I I

:---- 11:.11,:-

~92 3157.//

--El..!J/,l,0.00

L

3198.61 tS'-6" 24'·'=>

NOTE t=or gerteral notes and com:;:rer• re9,n're=enrs,

aee Dw9. 5!11-0-1982

f/EVISED INVE/fT TO MATCH SPILLWAY ruNNEL f/EPAl.B.5_

THIS ORAWIN0 :SUPERSEDES DWG. 557-D-86 INPART

UNIT•D STAT•S D•'1ARTM.NT 01" TH• INT.If/OR

8Uflf.AU 01" lf•CLAMATION

COLORADO RIVER $TORAG.: PROJECT

--MIDfJLE RIVER DIV.-GLEN CA/.IYON UNIT-ARIZONA-UTAH

GLEN CANYON DAM RIISHT SPILLWAY-DOWNSTREAM PORTAL

DEF'LECTDR BUCKET PLAN AND SECTIONS

~-~V~R. C!§~~Al'!!_•

. Groti'!f/, r11-- ,

,,·xl &,sf! /1 cr,J,.• \. l, 16 ·" _ \

L ByA

+ J

I.

l-~

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I

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'St

, ... "'1 Rl.,Stu. 37,.26-'

4J

E.(2100)

~

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5(2100)

-i

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j j 11

5.7~00'E.-···l. j t J,__j A B

,I <.c/

r·· I

I

[El.324-2.52 r- --11', I'

I I' I' '

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I '

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: I

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St-a. 37 .. 66 ---..... I

EZ 3/38.0Q] i ,,;, - -

900_ .... -""7' \

',,,

',, .-··s·c.t.pipe drain

FIGURE 62 REPORT HYO. 469

e/.3208.04-····., .Li t:-12·

Sta. 37-r9f>- -- ---·

El. 3171. 50 - - · ' I

__ _.-:-~ ------ -- -- __ -_ - -::_-_ ---==-==--------- _L ~ ~ 0 Q_

~

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, --El.3l!Jo.o--' I I I

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',,,,, i' ·--·- __ .t_ ·-·----·------ __ i__ __ _ ,· I I

I I

I

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J_. I

'<:> ·--E/3160.00 ·-r' ,

·.;._ ,-·--cz.3159.50-\-- isro.37 .. 59.61·-'~ .::1

1 I

ct I , ...

~ I

~ .-~1. "'l40.00 i _,-·RC.,S/'Q.37 .. 2G ; _.190 :6 "1?. t t '-'·-' ~· /

-- -- Ill Ir\ \'I) _,

i;j i;:j ~

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I

r------1 1- ... I I •

RL: i I I

16 J

f

(-·Sta. 37 .. 87. 20

·' Contact line beltreen eoncr• t e and rocK,

_JH t../ ti. JIJO.O~

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~-r-, I

l>cutoff ;

zr·Sta.37 .. 11 1 E • O"R ) ; ,.,; F ' 202·r-- .• _ _1_ .~: .. _. Y'--------~-

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------,

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I I

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, ~

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I J

J

E"I. Sl74.5! _ _-J~L--"---"'-L-L..L....L--'-1

IOB'-111' R.-/ --~/ J

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sta. 37+6~.507"'~ // ,'

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' I J

I

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-, -~Contraction joint

£Tunnet---, .

Consfruct,on joints·-·-··--.,, y -

/ I Hemore ex,Sting

~-O.0O35__J_____J_ .. ·--·- i

5ta. 37•87.zo--"1 I

FZ Finish··-­·~-----+-~-- ,,.: ,-el.3143.74- ,

- I '- /

/ 1, . crmmte. in """i_

, Sta. J7 +10 ·--

Ste,. 37,.#.9'.-' '_t__ / :

l------ EJBl4 t.o-··· ' _ _,--E~';_--·Sta.37•26 l.-·Remove existing

t-Pt:,rfol, Sfr:1.3f,•9f,

10 i / : .f.--1;1. !J/37.78 /: concretl!·-···--- '

· ' : .• ·-·t::1.3135.9 · ·- ! Et.3133.57-- \

' '\ :~:=0.00!15

Sta 37•Z6--'": ~~- _, / :·[/. 3/JO.O ~ rl.3/30.0--. ~ . i -------~----;::=-.:~hi- 37•~.

17'7 J > 7, 7 >7 77 77 7 77 7777 7 7 77 7 v 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 V 7 77'""-,-..,__. ,· I e/. 3127.8----

SECTION B-B ... ,'1Lint of m,f1imll1YI excavation,,,

Contraction jointJ

I I

··--1oa·-11rR----· ... , ', : I ', : /

·,·-P.1.1 sta.37+26

I . \

.,f Tunnel I I

', : :~-u-sto. 37+63.!JO'-..,-, : . · : ';"-·-..Sll:I. 37+66

~7.~/!57:oo-</ti l: ---e:,. 3/5f,.50

~ _S•0:0035·] , ~~.ELS/54.0T-· . - ~ \ Ste,. 3 7+ 59.6I - -- -"'i -rF2 -finish b,.low El. 3156.50

' I Pcrtal, S...,.3"+-96 -

, SIil. 37•/0:·.-·· :

<: • .,.,:. ex/JnntJ ···~

' ' I

----=s'f"· ·31,ss--_~-;~ e1.:J15ZJ.9a-- 1 ,

Sta.37•50--"". -x ~·--·--·- · '=ii':;, /!I. 314-7.89-_:-_:"}_~k/ f/.J~S~.50-' ', I

:..., ,// \ .Cl. 514-5.9 - - - ) 1

,A-·Sfr:t.37•4l.9G 0.8 t'IXl<(O,. Ill .. 1 I

Sfa.37•Z6-, \ El. A--­t::/.3/3.7.78.--·· ,,,.: I

· · - -- fl. 3/4-1.0 ·' ,I

/.0

-- t __ ' , ---·El.!1135.9

' 'if/ii

\...Line SECTION AJA

excavate as steep as practicable in sound rocl<.·---~

D.3/!19.50-<'

0.333:/---

fl. 3182.00- - -,

-----.r'

,_:ii Spillway tvnnel

E/.!J/75.'Sl~:_l.

12 ·-

-··il-/!O"Pla. tunnel

~O'.Mtn.--··

. ,.,,,,,,, __ -. -- _ ___.r~;--:,,,_ --\\ i:' ',, ', -----\ \i'" ' ~

,,/''-, ·-Excavation 1/ne

---Nemo,e existing.~ concrete "'- :~ I J, "='

)

\ J~ I ',,, ~ /

' ,,' I ~~-- ',, • ', 1 --·-Q.fO ,,

El.5/4(').00---· ---,, __ ,-- r-·· ',,,, _.1 / i -_.,_ ~ ,,. ' ' '~ .,.-J

: ___ -- _, ~ ', _ .- 'Line d n,n,mum

r i _ ·-~Elev.varies····,. ', • el((JJ'l!lfion

, -- ~ ' - ---/:/ Trace of structure ' -~ -. _./,.

a.tSta. 37~11-·< , ~/ /,·',•'-rraceofstrucf-ure r . , . , -·7(,-, ,-·£1 . .3127. --~ •. _...-::.· / atSta.37•11

t ; t t ------ -- - _,,.," 'Excovofion w:,riss uniformly from Sto.3'-s6toStu 57 .. 11 ScCTION C-C

Sta.37•87.20 -·-·-

CONCRETE Rf!QUtRt:Mt:NTS

FINISHES: All interior surf"aces except as noted _____ _F4- or 1/3 Const,uction joint surfaces_ ___________ .. _______ rl or/II

All other surfaces __ ··----·---------.. F2 arUZ.

STRENGTH• Design of cone re te is based on a co,npressive strength of' 9000 lbs. per s9. inch of 28 days.

NOTES

Cham fer Jor fool al I exposed corners unless · otherwise speclf"ied. Reinforcement required but not.shown.

THIS DRAWING SUPERSEDES DWG. 557·0·87 IN PART

UNITED ;a,.,.,E;a

OEPA/fTMENT OF THE INTE/flO/f 8U/fEAU OF /fECLAMA.TION

COLORADO R/VcR 5TORAGc PR0,1£CT lt/lODl.c RIVER DIV.-GLcN CANYON UNIT· ARIZ()NA. UTAH

GLEN CANYON DAM LErT SPILLWAY - DOWNSTREAM PORTAL

PEFLl:CTOR BUCKET _E_LAN /W_D SECTIONS

DlfAWN.f1~P.-......•..... SU8MITTS>.£.(2,. -<},t• J,I~

TlfACEO_ - - - . - - - - - - - • - - .JtECOMMENO.O~ L. CHECKEo# • . ar~,_, .. ,.OV/fO•-

~~v•"·-~~i~-1!1- ,_p,:_J!IIE 10,

_Jr-

--------------1 I 1 I--+----------- --7

I

~ .:±=::-~ I N ,

_ j_ _ lfl"C./. pipe drain - 'I

• ~

-r l: i I : ---2'-11/"-~

J t._ OETAJL Z( 2099)

~-,8!.--J I -'1 '

'---EB"c.1. pipe drain_

SECTION J-J E/. 3208.04-]j_ __ _

.,---1 ,z:; !

f Spillway runnel·''

=z •t"""'"'"O:"' !J~/f"l,..-----------24-'-6" ,._,.-' '-' "'· .,, , ! ' '-o. 3/60.00

cl.5156.5~-"'-t=O D.3157.0o--·,

li '. --8-3-

;----7-11-.;;,---~ ..Elev. varies-_,_ ___ _ ! • ! ! ! ! I I I !

:f :·E/.!J/4-0.00 .. r._

' --- --------------!Ir.' 3• - -

SECTION G - G(2099)

__ [_ --·1-.,,- '---n e

·- -- 8 C./.p1p,a dram 1~..,d_ -~-:- -- ~~6"-- -_------1

f Splllway tunnel-; ~_y __ ~

1, 5~o:-' ··

' .El . .3160,00:·]_i--J_{~l8/59.5G

' ..,,,S'.e/_

I ,---El.3154.07 ,

,,1·,~~7 \ '-o. '333 :/ ' •,,_,i-., Excavate as steep as·

\ ·,, practicablein'soundroc

I '•,,,,'•,,,,

7 El. 31+0.o?..-:L

Line drill in sound:_ . r£Jck below El. "514-0.0-,'

- . ___.......,\

~--~ ~ __/

_, / ~--.:::_...._ . : -------•Remove ex1,rmg amcrefe I 1 \II 1 '• • me of m1mmum excovat,on ,

7raceofsrrucfu,-e Sra.37,.IJ ID Sta, 37•26--_ -El. 31218. Sta. 36•96 to sta. 3NJ. f/ev. , varie, ,niformly from fl. JIZ18 at .lta~3J~V SECTION D -D (2099) to f/.J/JJ.O al Sta. 3"1+26. -------TYPICAL FROM STA. 36,-96 TO STA. 37,.26

.---- , __ r.rE1.a •-. -•' ~

tl~·c,:;P• d~;n .~

1-f Spillway tunnet

--~ ~o·(Radlal) I ' ,' I

..... ~-->!

---- - - -_F - - ----- - - -- -- ___ E; .3/60.~=i_t---l£~~1.Sl59.50

_ ,-..?}'t--·.cEl.315+.07 -,,

,- , ,,--:,;;~:;)' ------ --H---------~ "" ' / t " .,. I

,-' /- ·20-6 R. El. D:'.t ___ 1

/

t,T----.c------- , .r."---£1.A

Exe a vote as sfetep os practicable··''

,fL 3/30.0

SEC TI O N E - E ( Z O 9 9) TYPlCAL FROM STA. 37,.26 TO STA. S7-t-4/.9f,

TRANSITION DATA

·-----One drill

~~,,;~~~/ 'Une of minimum excaMJtloii

,_Lt~ ---El. B ~-f ·~

--8"C.l.pipe drain

--23!.f;• -----------

FIGURE 63 REPORT HYO. 469

_:··f Spillway tunnel

__ c.5_'-o"(Radial)

I i : El. 3160.00-·; : --; r.·c/. S-/59.50

--- -- L- -- - -- __ ,.!.._ --- --- -- . - G - - -- . - --~-r----\- --

;· t·' El. 5~ 54.07. --· --+---...-

El. A---, --- --- - H----- -- - --~

£1. D--·-, : __ r __

0333:/ (Radial)-J./

El. 314-0.00 -_-_-y_

SECTION F-F (2099) TYPICAL FROM Snl. 57+4l.96 TO STA. ·a7·,-1o6

JLALU£S Or OrrSeT H

Excavation line-.'

a·c.1.pipe drain;

a 5171.50_¥/

--23!6< · · ---------1

J(}~=~~r0~r1. 3167.

STATION

36+96 ~+98 ,E!00 ~~+oz.50 37+-05

,.E_l-()750 ~7_+/0 2.?+12.50

371:15 37+/7.50 37+-20 37r23 "jit-26 -

D. A El. B

3133.57 3175.57 3/33.59 3/75.57 3133.64 3175.91 3133.76 3176.75 3133.94- 3/77.58 3/34./8 3178.42 3134-.4-7 .3179.2f> 313+.83 3/80.0S 3135.24- 3/80.93

3/35.71 3181.77 3136.25 3182.60 3136.97 3/83.61 313778 3184-.6/

£ STATION

0 37+28 101· i-37+ 30 eoi· ~-

2'-g}" 5'-1or·

37+32.50 Tl+-85 f---------- --

37+-37.5(1 ~---+·-11r 37,-4-0 6'-0J' 37+4-/.96 7'-01' 37++2.50 8'·/J

0

37+-4-5

9~11" IO'·li'

37+47.50 -· 371'50 ll'-31"

~---· 37 .. 52.50

12'-5/" 37+55 ,1•5"7.50 37+59.61

~-Z .. 60 3:1+63.50

~7.+66 _37+96

El.A £/. B El. C E F G

!J.l3B.3B I 3(85.Z8. _3150.30. 13:2:r 20~,1· :~1, /3!./0J" 3139.0/ 3/85.'~5 3148.76 /9!9J" 3139.87 '3186.79 3/47.34 /4'-91" 19·41' 26-7/'

f-314_0:_~_p-iaise 3146./3 15'-71" IB~III° 20·-a1· l6'-4l' 18'-5/" E0~9T' 314-1. 78 I 3188.4-6 314-5.21

-5142.85 . 3189.30 17: ,,· /8°·0#' ____ ,,_

3144-.35 zo'-111

314-3. 74- 3189.95 314-3.74 17'-B-!, 17:ar 2,._,,. 3143.99 3190./5 ;7:7J" 21'-2'"

3145'.'21 3/90-97 /7'-21 21'-4-J ··--- 11o·:a,· 2.i'-71" 314-6.5/ 319/.81

/6-3/" e1'-11i' 3/4-ZB9 319'2.64-7°5!10T 3/49.37 3193.4-8 22:3•

3/50.93 3194.,2 1s'-s1· 2z:7[

3152.59 ,195.;:5 14 ·-111" 22~11r

:3154.07 3195.86 /4'-7J" E3-3£

3154.35 3195.99 l+'-61" ~3'-4/' 3157.00 3197,/6 13~/IJ' 24-0I' 3156.5"0 3198.00 13'-6· z4'-6'·

3208.04 8~3·

~A. ELD !J"fpetJ 37+30 37+!!Z.5(, 37+35 '5"1'!17.50

3138.38 · /!J!21" ~-~---. 3133.01 y5<11 • 13'-III" 3/39.87 u+-9J" /4-'-9/ /4'-IOI 3/4-0.79. 75!71' ;5!7j" 15:8/' /5!9J"

314-1.78 ~'-5" /6!51° l6'-6'" /6!7/" /6'-81' 3142.85 l7'-2· /7!2/' /7!~J' /7!,4-J' l7'-51'

3/4-3.74 /7!8/' /7!9' l7'-9}' ;7!,01' iiJ'-ol' 3143.99 77'-IOI' /7!/0J' 17:,,r 18'-0/' 18'-21' 3145.el 18'-6" /8!6/" 18'-71° 18'-SJ" /8!9J' 3146.51-· ~9-!0J' J9°0i'

~-19:s· /9'-I/' 19'"41. /9!61 l3'-7" ;9Tfj' 13"':g• ;9!101° 3/4-Z89 --~ /9;·,,,; "i'oC::O,· £i/.jj· z"il-ii" 314-9.37 ts!rrJ"

3150.95 - Z0'-3'" eo'-31· zo'-4-J" Z0'-5/' 7o-:-7• zo..:i]· 20;~1 zo::_'ii_ zo:7,:_ 20'·91' 3152.59

8154-.07 E0~6,· E0'-6i' eo~7r eo:s1· zo'.91·

37-;,I() 37,-#.96 ~1"42.~

;7: 7/0

18'-eJ" /8'-4-' 1e:4-• l8'-5J ;9!64.

18'-III /9'-/J' 19·-11·

19'.s? 19'-BJ' l9'-6t" zo~o1· ?<t_lf zo""'"f:z/

2.0'-5J" 20~7i" 20'-7"

=2,_0"BJ" eo:101" 20·-11r zi'-ol" 2,-:.,,· 20'-11;·

2i:/-11l 2r-·,,. Zl~Z6"

37#45 ~7~7.50 37+5() 37'-.52.50 37,-55 ~-,.57.S(J ~il-59.61

-~ ---

l9'-4-1"

/9!//j" 2,,..21· 20'-51" ----~- 20'-8J' °?O'·ljf 20'-IO;" 21'-IJ" .EL'-±( ,__2_1_'-§J" 2/'-11" Zl'-41' Zl'-8.~" 2e·-o· 22!,fJ'

2.i':ef 21·~7'" .-=----- ..

ez·~ij-21!1_0L~ 22~6f 2e!11·

21~1· El'-7/' ZNII" 22'-3• 22·-11· 22'·1/J 2!'-31

NOTE

/"or general notes and canc,-ete requirements, see Dwg.!557-0-2099.

"HIS ORAWING SUPERSt:0£S OWG. 557-D ·87 IN PART UNITED STATES

DE,-AlfTMENT OF THE INTElflOlf aulfEAU OF RECL.AMATION

COLORADO RIVER ;,·roRA<i~ PRO.JECT .MIDDLE R/VE:R DIV.·GLEN CANYON UNIT-ARIZONA-UTAH

GLcN CANYON DAM LEFT SPILLWAY-OOWNST!ft:AM PO/fTAL

. D£FL£CTOR B/JCKt:T PLAN AND SC:CTIONS

o•Nv•1t. COL.O".AOO, -HEET

_.-Axis of dam @ f between outlets No./ and No. 2

. . . r . . . ~'6 -. .. i- • < "' .· _<~€ -~;, R1ng~f~ll~~ef-· "'

/ i gates

<',,.

0

-~-.

. ·"·

·c·

··.<>·

'<i

d:

·c1

o·

' ,-Gate chamber ~.,. 7 .,,. ,-Pl. No. I .· _· :-o_J/

. 0.

' ' . ·.. . ,.,:',;

--~-

·<j,~'·<> \ : ·.~_.-.·. : ~ c~o•oo'

C''""~ _ · { . ··:,At X I ; "-, -: , :El3300.77;-.~·

' . ' I I

',' o .

·.;; ..

--Contraction joint . =.·

. . "

,·AXIS of dam @ f between · outlets No.1 and No. 2

o·:_.-;_.·. r"'·'. ·.':q· ·.·::." · ... -1·· :-o: ,- --(l 95" Ring-follower

gates

' J500I4

I

·o

'<'.\·

'(','

·o.

~ 0000'

-.,i,, -Pf. X · ..

:El. 3300 77; >;-i 95" 1 o out le/-

' I

"C?·

J:.

·.s:

j:

:"-

--~ ~: . ·1:.

\•"'" I I

' I

,;,·,

0.151 r-;

.! I

c:,' c:,: -,

,,, I I

---Refer1nce plane J" -. /€ Outlet, Et. 3374-.00

Pf.!-,­

Upstream face of bel!mouth-----' ' ( ' k-----'161.37 To axis of dam

1@ f. between outlets l'od"i . . ' : "":~_0 ,-: ; ,-It 96"!.0.0utlet:

: -j,~..:.,:.' ..;;, __ -pf. X .. · I El. 3266.82-- · .. ·. .

0

DETAIL Z

I .". I .

i Contraction \ joint - ___ - --I I I I

I I

·.=·

r--------Mochine shop and service boy----------1

. ' ,-P!.N0.3 (PI.N0.4- : 'fl 3179.00,"· : El. 3168.50-_ Outlet No. t-

-~~-~o~ ==~·:_1~E·~;~~t-~\ ~~~-~ ~ ~~:·55:90~~;*-:_~::·:. __ :::":_:._;32.'2s~~~ ~~-.:~.E~ · ·. a· . . · :- ·• ·. ·. ·. ·

0: • .,.,. 1 · " · - -2· Expansion joint / Contraction jointsL-----------

-,.. '-1" Expansion joint

r------Mochine shop and service boy------------>j PROFILE-OUTLET NO. 3

-Outlet No 3 El. 3179-00-, ' ' . '

P.I. No.6-.

-~·!·, ·. ·=··. ~-~

·).'~:t~:~;J~L~;~~~·+ili~~l~~o~;~~_;,T,~~~~~7;·~e··~~;~?~-;_j'_:~~~~-~!'P~~{:~J;:3i~;ij

:'ci. 0

'P.I.No.3\ \ •• "E ... 1 Contraction.<________ ~ .

.. 1 xpons,on Join Joints--~- I --Axis o~ dam@ (i between ., ?>-2" Expansion joint . outlets No. 3 and No. 4

PROFILE-OUTLET NO.I

El. 3374.00,

-~-.

I~_-.

:o:

c',

.. o,-.:~-o .. ·.· :-~ ..

.'. "~~

. ·,;'_·\\·!\.~-- ..

1

·~5.oo)' ~ : ;~-: · •. <l, ,,contraction :o· : •

0 -.·-i jOJnf · · ' • .,. I

: • , ,Aoc -50•00 : c. . ,--Pt. X . 0

'El. 3266.82-, · ·. . · ''<!. ·.

: L--:...~ >€95"1.o.outlet. I

I

I I

•'>,'

El. 3119.00~'.· ... ....:--~· ._-~,..:

FIGURE 69 REPORT HYD. 469

NOTE Galleries not shown

r--- --Machine shop and service boy-- -- -- -- --->j I<--~!6lf2't~:~-~r 1ifr-tr.:[;: 13(~2~'..·~:~ ~h?::f<\~;:i~;,';i~ ~·dn ·jo'i~t '. . ··o· •. o'····;':•.·.l~.·.o:,·o.,<J"o~ 1-< .. _. ·: ·~ : • .• •. f/. 3168.50' ·outlet No. 2-- " r., . .. v. ,- _ ..... ~!:'. ____ I ti" Expansion joint - ··--------- ...... ..

,--PI. N0.4 •,•;· .. ~·.j'..6:

El. 3119.00,

_,-Ou.'let Nc.4 01' ·~t No 3--- - -,,.., . ...,\ ,.-P. I. No. 6

' ,-El.3115. 00 .. ---~ .. ~.. --::C:~:;:::J!---~L__

.-;:;:;,-.-~(l.<>]1

PROFILE-OUTLET NO. 4 THIS DRAWING SUPERSEDES OWG. IJ/J7-0-'6 IN PART

.o.

I

I

I

' I t<- -- -- ---- -/72. 44'- ---~~ ~~·-

2::~1~·"."; io~.iA~~- ~~:~,,kt-\ ;4:;/ ~::. ~o~ ~-~ ;~~/;_E(!~€i~0-~c'-: '.:'. :·,:j;~-~~~~ 0:;L\ ;; : <(P:/: !'E~'i_C ~;J;i:;~:·>p ½-~/4.~:~· 0° \e_·, :,,·· '·---!" Expansion Joint ,--- · · · _____ ,,

UNITED STATES DEPARTMENT OF THE. INTE./flOlf

.U/fEAU OF lfECL.AMATION

COLORAOO RIVER STORAGE ~ROJECT MIOOLE RtVElf OIV.-GLEN CANYON VNIT-AlftZONA-VTAH

GLEN CANYON DAM \.•: ·' .-z" Expansion joint Controcfion jo:nts....:-----------1, ,'

. .-:~·-:.·. ,c>,·.'1 · PROFILE-OUTLET NO. 2 f-1'-5. &I REVISED HOLLOW-JET VALVE AREA

D e.<2 . ..1,.' 7-/4-58 al REV/SEO 00111'/IST/fEAM EIID OF If/VER oun.ETS o e.e.~.

RIVER OUTLETS PROFILES

River outlets discharging 15,000 cfs.

Erosion after 3 hours (model time) operation at 15,000 cfs.

GLEN CANYON DAM SPILLWAYS

1:63. 48 Scale Model Operation of River Outlets, Preliminary Design

Figure 70 Report Hyd-469

~

662

FIGURE71 REPORT HYO. 469

---------:__-_-:.--::.-=-=:---:----=---, .. 96" HOLLOW JET VALVES ., " "" , , ,

_, I I ,

• 3t ·o -0 .. 0

0..,

0 0 ,o OI z 0 Z

I ..

ti) ti)

A, FIRST REVISION

-------- -=--=-~-- --,,,-- ,::.:>-~.,...-96 11 HOLLOW JET VALVES ,."' ," /

I I I \

\

8, R E C O M M E N D E D

' ' '

GLEN CANYON DAM SPILLWAYS l: 63.48 SCALE MODEL

RIVER OUTLETS-VALVE ALINEMENT

Discharge = 15,000 cfs from River Outlets; 32, 000 cfs from T. P. 0. W., 24, 000 cfs through powerhouse.

Erosion after 10 hours operation under above flow conditions.

GLEN CANYON DAM SPILLWAYS

1: 63. 48 Scale Model Operation with Recommended Valve Alinement

Figure 72 Report Hyd-469

/

•••

A

-i--- ---- -- ---,-----,:-;-----: ~ V

i " \ ! "' \ '

~ ' ' I

' :

eL

------_,":::. ___ ----

>-:,_El. 3105.0

FIGURE 73. REPORT HYO. 469

..... -Toe of 21-611 riprop ~ A ! j~ ________________ ] ____ _i~- E~~~~_j ___ _

,,---El, 3134.0

' ' ' '

\ ______ ()__ __ .19" Riprap -----.•,---. {__) ·-\

[::_==_=_=_~---~_=_~_----2_4_2_. s_· _=_==_=_=_=-_--_-_-_-::: := = = =-

1

, - ----- -~,:,::~~,:~, -~------- --------------_--_-_-_-_... __ ...,

-<J

Plant

1-EI. 3102.0

/ 6: \--

A

PLAN

18" Riprap--

,-Backfill \

1 -0riginal ground surface

1-EI. 3134.0 1---------------------

Assumed rock line~:;'-·····

SECTION A-A SECTION B- B

GLEN CANYON DAM SPILLWAYS 1:63.48 SCALE MODEL

PRE-EXCAVATED AREA IN AFTERBAY

Pre-excavated erosion hole along right bank in powerplant afterbay.

Erosion after 16 hours operation, 24, 000 cfs thru powerplant, 15, 000 cfs thru river outlets, 32, 000 cfs thru left '3pillway. No sand moved into afterbay.

Erosion after 7 hours operation. Valves 3 and 4 discharging 7, 500 cfs, 24, 000 cfs thru powerplant. 32,000 cfs thru left spillway. About 5,000 yards of material moved into afterbay.

GLEN CANYON DAM SPILLWAYS

1:63. 48 Model Studies Results of Erosion Studies in Powerplant Afterbay

Figure 74 Report Hyd-469

A.

B.

c.

662.

FIGURE 75 REPORT HYO. 469

3180-r---------.-------r------t"-------r--------,------,------"T'"""-----.------------------"T"""-----..---------.-------,-------

INITIAL CONDITIONS-, ' '

----

I- 31101 I I I I I I I I I IL.- ----- 7 ::::---------r::::: I -- ---1---- I ILi UJ u..

--- ---· -- -- -I

z WITH MARBLE CANYON

( NO CHANNEL DEGRADATION)-,

~ ---~ 3160 -- ""

\

------------ __. -- -- .....

> ---~- - - - ', UJ --- '-A.FTER CHANNEL DEGRADATION J ~=--- --ILi - - ( WITHOUT MARBLE CAN VON) --UJ -0 <I

~ 3150 ---~ -en

a: -----UJ

~ ~L,,, I .,.,- I I I I I I I I I I I I I I 3140 ~ ;,

-----

I

// I

..,,..-.,,,...'

3130 _____ _.__ ____ __._ _____ .__ ____ _.__ ____ __._ ____ __. _____ _,__ ____ ....._ ____ __. _____ _,__ ____ _._ ____ __. _____ ..1...-____ ....._ ____ __,

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

NOTES I. Condition with Marble Canyon built

considers Marble Canyon w .s. at the dam at elev. 3145 at 2ao,ooo c.f s. -elev. 3143 at 200,000 c.f.s. and elev. 3140

at 100,000 c.f.s. and under. 2. Channel degradation based on removal

of sands overlying gravels. 3. Condition with Marble Canyon is approx.

same with as without channel degradation Also assumes that sediment retention will be provided on Peria River.

DISCHARGE - 1000 C.F. S.

TAILWATER CURVES COLORADO RIVER

R-20 (APPROX. 3400 FT. BELOW DAM AXIS)

Prepared in Hydrology Branch, Denver'

12- II - 56

..

3180

z 8 3170 <[ > LL.I _J LL.I

LL.I

~ 3160 LL er => (/)

er LL.I I-<l 3150 ;:

I-LL.I LL.I LL

2

2 3: 0 0 ;: <[ er 0

3140 0

30

20

10

0 0

2 10 0 i= <[ => l­o => _J IL

662

5

0 0

/

V / --

~ --~ ,,? ,...--- -

50

V'"

FIGURE76 REPORT HYO. 469

v -...,/

v

TAILWATER ELEVATION v / 3000' DOWNSTREAM /

FROM POWERHOU~ v---

/ /

I .... v /

/ TAILWATER ELEVATION AT POWER-),"' HOUSE AFTER EROS ION------~

/ -,...-,-...-i.-- .... -- ---TAILWATER ELEVATION AT POWER- ... -- :,, -HOUSE BEFORE EROSION----~-- -~-- - ---- ,...._ - --- - - -

100 150 200 250 300

-- -- -- ----DRAWDOWN BEFORE EROSION-- --", i-- i---

,, /

/ /

,-" -- --~ 50

I I AFTER

I

50

\ .... --~- --:,,'

.. -- / -.,, .. / .,,"

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TI! BT NO, I

GLEN CANYON DAM SPILLWAYS l:H,48 BOAL! MOOEL

WATER SURFACE ORAWOOWN AT POWERHOUSE AFTERBAY

GPO B40•417

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ABSTRACT

Hydraulic model studies were performed to investigate flow con­ditions in the diversion works, the tunnel spillways, and the river outlet works. The alinement of the tunnels was satisfactory for both diversion and spillway flows. A low, curved concrete wall placed adjacent to the right canyon wall will protect the canyon wall from undermining and erosion damage by diversion flows. The spillway approach channels were greatly reduced from their original size. Flow through the crest sections was excellent and no adverse pressure conditions were noticed. However, the pre­liminary tunnel transition was too abrupt as indicated by rough flow conditions and subatmospheric pressures. A longer, ade­quately streamlined transition was developell for prototype· con­struction. Flow in the 41-foot-diameter tunnels was excellent at all discharges. The preliminary rectangular flip bucket at each downstream tunnel portal was replaced by a bucket in which the circular invert of the tunnel intersected the vertical curve of the bucket. This type of bucket eliminated the need for a circular­to-rectangular transition. The outside walls of both buckets were turned inward to direct the flow into the river in a more favorable pattern. Pressures as great as 211 feet of water were measured in the invert and on the wall of the left bucket. The river outlets were arranged in a fan shape to reduce their erosive tendencies in the river channel. Tailwater drawdown tests indicated that the tailwater elevation at the powerhouse will be as much as 30 feet lower than the downstream water level.

ABSTRACT

Hydraulic model studies were performed to investigate flow con­ditions in the diversion works, the tunnel spillways, and the river outlet works. The alinement of the tunnels was satisfactory for both diversion and spillway flows. A low, curved concrete wall placed adjacent to the right canyon wall will protect the canyon wall from undermining and erosion damage by diversion flows. The spillway approach channels were greatly reduced from their original size. Flow through the crest sections was excellent and no adverse pressure conditions were noticed. However, the pre­liminary tunnel transition was too abrupt as indicated by rough flow conditions and subatmospheric pressures. A longer, ade­quately streamlined transition was developed for prototype con­struction. Flow in the 41-foot-diameter tunnels was excellent at all discharges. The preliminary rectangular flip bucket at each downstream tunnel portal was replaced by a bucket in which the circular invert of the tunnel intersected the vertical curve of the bucket. This type of bucket eliminated the need for a circular­to-rectangular transition. The outside walls of both buckets were turned inward to direct the flow into the river in a more favorable pattern. Pressures as great as 211 feet of water were measured in the invert and on the wall of the left bucket. The river outlets were arranged in a fan shape to reduce their erosive tendencies in the river channel. Tailwater drawdown tests indicated that the tailwater elevation at the powerhouse will be as much as 30 feet lower than the downstream water level,

ABSTRACT

Hydraulic model studies were pe~ to investigate flow con­ditions in the diversion works, t~ spillw~s. and the river outlet works. The alinement of th~ wa& satisfactory for both diversion and spillway flows.~*1.e,w, curved concrete wall placed adjacent to the right cany~ill protect the canyon wall from undermining and erosio .. ·. e by diversion flows. The spillway approach channels w ..... greatly reduced from their original size. Flow through the cl!'eSt sections was excellent and no adverse pressure conditions were noticed. However, the pre­liminary tunnel transition was too abrupt as indicated by rough flow conditions and subatmospheric pressures. A longer, ade­quately streamlined transition was developed for prototype con­struction. Flow in the 41-foot-diameter tunnels was excellent at all discharges. The preliminary rectangular flip bucket at each downstream tunnel portal was replaced by a bucket in which the circular invert of the tunnel 'intersected the vertical curve of the bucket. This type of bucket eliminated the need for a circular­to-rectangular transition. The outside walls of both buckets were turned inward to direct the flow int9 the river in a more favorable pattern. Pressures as great as 211 feet of water were measured in the invert and on the wall of the left bucket. The river outlets were arranged in a fan shape to reduce their erosive tendencies in the river channel. Tailwater drawdown tests indicated that the tailwater elevation at the powerhouse will be as much as 30 feet lower than the downstream water level.

)'

1.-

HYD-469 Rhone, T. J.

.. ,J)

HYDRAULIC MODEL STUDIES OF THE SPILLWAYS AND OUTLET WORKS--GLEN CANYON DAM--COLORADO RIVER STORAGE PROJECT, ARIZONA Laboratory Report, Bureau-of ·Reclamation, Denver, 42 p, 2 tables, 39 photos, 4-2-figures, 1964

DESCRIPTORS--*hollow jet vilves/ *radial gates/ afterbays/ diversion tunnels/ *flip buckets/ hydraulic structures/ uplift pressures/ cavitation/ control structures/ discharge coefficients/ flow/ Froude number/ head losses/ *hydraulic models/ jets/ Manning formula/ open channel flow/ spillway crests/ surges/ tailrace/ piezometers/ pressure measuring equipment/ energy losses/ negative pressures/ stream erosion/ backwater/ draw­down/ transitions/ training walls/ velocity/ velocity distribution/

IDENTIFIERS- -approach channel/ tunnel transitions/ tunnel spillway

HYD-469 Rhone, T. J.

,,,.:-:.:....1 .::.,

HYDRAULIC MODEL STUDIES OF THE SPILLWAYS AND OUTLET WORKS--GLEN CANYON DAM--COLORADO RIVER STORAGE PROJECT, ARIZONA Laboratory Report, Bureau of Reclamation, Denver, 42 p, 2 tables, 39 photos, 42 figures, 1964

DESCRIPTORS--*hollow jet valves/ *radial gates/ afterbays/ diversion tunnels/ *flip buckets/ hydraulic structures/ uplift pressures/ cavitation/ control structures/ discharge coefficients/ flow/ Froude number/ head losses/ *hydraulic models/ jets/ Manning formula/ open channel flow/ spillway crests/ surges/ tailrace/ piezometers/ pressure measuring equipment/ energy losses/ negative pressures/ stream erosion/ backwater/ draw­down/ transitions/ training walls/ velocity/ velocity distribution/

IDENTIFIERS--approach channel/ tunnel transitions/ tunnel spillway

HYD-469 Rhone, T. J. HYDRAULIC MODEL STUDIES OF THE SPILLWAYS AND OUTLET WORKS--GLEN CANYON DAM--COLORADO RIVER STORAGE PROJECT, ARIZONA Laboratory Report, Bureau of Reclamation, Denver, 42 p, 2 tables, 39 photos, 42 figures, 1964

DESCRIPTORS--*hollow jet valves/ *radial gates/ afterbays/ diversion tunnels/ *flip buckets/ hydraulic structures/ uplift pressures/ cavitation/ control structures/ discharge coefficients/ flow/ Froude number/ head losses/ *hydraulic models/ jets/ Manning formula/ open channel flow/ spillway crests/ surges/ tailrace/ piezometers/ pressure measuring equipment/ energy losses/ negative pressures/ stream erosion/ backwater/ draw­down/ transitions/ training walls/ velocity/ velocity distribution/

IDENTIFIERS--approach channel/ tunnel transitions/ tunnel spillway --