Libby Dam, Kootenai River, Montana

c -/ TECHNICAL REPORT NO. 125-2

SELECTIVE WITHDRAWAL SYSTEM LIBBY DAM, KOOTENAI RIVER, MONTANA

HYDRAULIC MODEL INVESTIGATION

P. M. SMITH

A.G. NISSILA

DECEMBER 1975

SPONSORED BY

U.S. ARMY ENGINEER DISTRICT

SEATTLE'

CONDUCTED BY

DIVISION HYDRAULIC LABORATORY

U.S. ARMY ENGINEER DIVISION, NORTH PACIFIC

CORPS OF ENGINEERS

BONNEVILLE, OREGON

THIS DOCUMENT HAS BEEN APPROVED FOR PUBLIC RELEASE Unclassified SECURITY CLASSIFICATION OF THIS PAGE ( When D a ta Entered) READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1.REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER ^ Technical^Bieport"“f^. 125-2 n

4 . T IT L E (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED 3 SELECTIVE WITHDRAWAL SYSTEM, LIBBY DAM, KOOTENAI RIVER, MONTANA, ____------( Final Report) ^ Hydraulic Model Investigations— ------6. PERFORMING ORG. REPORT NUMBER

7.^AUTHORf«; 8. CONTRACT OR GRANT NUMBERfs) s Peter M. Smith Alfred G. Nissila 6

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK A R EA & WORK UNIT NUMBERS U. S.*^Army Engineer Division,^North Pacific Division Hydraulic Laboratory Bonneville, Oregon 97008 11. CONTROLLING OFFICE NAME AND ADDRESS 12. R E P O R T D A T E U. S. Army Engineer District, Seattle *( December 1975 ¥ P. 0. Box C-3755 13. N U M B ER O F PA G ES J Seattle, Washington 98124 58 14. MONITORING AGENCY NAME & ADDRESS (if different from Controlling Office) 15. S E C U R IT Y CLASS, (of this report) Unclassified

15a. D E C L ASSI FI C A T IO N / DOW NG RADING SCHEDULE

16. DISTRIBUTION STATEMENT (of this Report)

Approved for public release; distribution unlimited

17. D IS T R IB U T IO N S T A T E M E N T (of the abstract entered in Block 20, if different from Report)

18. SUPPLEMENTARY NOTES

19. K E Y WORDS (Continue on reverse side if necessary and Identify by block number)

Hydraulic Models Reservoir Withdrawal Structures Libby Dam

20. ABSTRACT (Continue on reverse side it necessary and identify by block number) Three hydraulic models were used to study elements of the multibulkhead selective withdrawal structure. Overall flow conditions and the effects of withdrawal from a stratified reservoir were investigated in a 1:50-scale model. Flow conditions were studied in greater detail and modifications were developed in a 1:20-scale model of one penstock intake and 1.5 bays of the adjacent withdrawal structure. A 1:5-scale model was used to measure opening torque and discharge at a typical 3- by 6-ft bulkhead pressure relief panel. (Continued)

DD , jST73 1473 EDmoN OF 1 NOV es ,s o b s o l e t e Unclassif ied

SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) Unclassified______S ECURITY CLASSIFICATION OF THIS PAGE(When Data Entered)

20. ABSTRACT (Continued)

The initial withdrawal structure was not satisfactory for the design maximum discharge of 5,800 cfs per unit and desired minimum Bulkhead submergence of 10 ft.. The maximum discharge for good flow conditions with 10—ft submergence was about 1,000 cfs. Vortices formed inside the structure when the pool was above elev 2435 (24 ft below normal full pool). In the final design, the pier nose profile above elev 2390 and the bulkhead storage area were revised, and slots for 4-ft-high floating skimmers were placed at upstream edges of the bulkhead slots. The skimmers improved flow conditions in intermediate bays and were required to prevent vortex formation in end bays of each intake. Maximum head losses were 0.8 ft across a skimmer, 1.1 ft across a skimmer and trashrack, and 3.9 ft through the withdrawal structure. Densities, simulated temperatures, velocities, and interface profiles for an unstratified reservoir and for five conditions of stratification were studied. Torque and discharge data for a typical pressure relief panel were measured for panel openings of 20 to 90 degrees and head differentials of 0.20 to 15.23 ft. The panel opened to the 90-degree position under a differential head of 1.42 ft.

Unclassified SECURITY CLASSIFICATION OF THIS PAGE(TWien Data Entered) PREFACE

Hydraulic model studies of the spillway, sluices, and stilling basin for Libby Dam were authorized 21 December 1964 by the Office, Chief of Engineers, at the request of the U. S. Army Engineer District, Seattle. The original authorization was extended to include tests of the selective withdrawal system. The tests described in this report were conducted at the North Pacific Division Hydraulic Laboratory, Bonneville, Oregon, during the period Dec ember 1970 to March 1973 under the supervision of Messrs. A. J. Chanda, Chief of the Hydraulics Branch, and H. P. Theus, former Director of the Laboratory (retired). Present Director is Mr. P. M. Smith. Messrs. Smith, A. G. Nissila, and D. E. Fox conducted the studies and prepared prelimin ary reports on the tests. This report was compiled by Mr. L. Z. Perkins.

i CONTENTS

PREFACE...... i

CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (SI) UNITS ...... iii OF MEASUREMENT

PART I: INTRODUCTION...... 1

The P r o t o t y p e ...... 1 Need for Model Studies...... 3

PART II: THE M O D E L S ...... 5

Description...... 5 Scale Relationships ...... 5

PART III: BULKHEAD STRUCTURE...... 7

Development of Design ...... 7

PART IV: SELECTIVE WITHDRAWAL FROM STRATIFIED RESERVOIR ...... 10

Description and Test Procedure...... 10 Test Results...... 12

PART V: TESTS OF BULKHEAD RELIEF PANELS ...... 14

FIGURE 1

TABLES A TO H

PHOTOGRAPHS 1 TO 6

PLATES 1 TO 28

ii CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (SI) UNITS OF MEASUREMENT

U. S. customary units of measurement used in this report can be converted to metric (SI) units as follows:

Multiply To Obtain

inches 2.54 centimeters feet 0.3048 meters miles 1.609344 kilometers square feet 0.092903 square meters feet per second 0.3048 meters per second tons 907.185 kilograms cubic feet per second 0.0283168 cubic meters per second Fahrenheit degrees 5/9 Celsius degrees or Kelvins*

* To obtain Celsius (C) temperature readings from Fahrenheit (F) readings, use the following formula: C = (5/9) (F - 32). To obtain Kelvin (K) readings, use K = (5/9) (F - 32) + 273.15.

iii Aerial view of Libby Dam. SELECTIVE WITHDRAWAL SYSTEM

LIBBY DAM, KOOTENAI RIVER, MONTANA

Hydraulic Model Investigations

PART I : INTRODUCTION

The Prototype

Description

1. Libby Dam (frontispiece) is located on the Kootenai River 17 miles upstream from the town of Libby, Montana.* Fig. 1 is a vicinity map of the area. The project (plate 1) is a key element in the comprehensive plan to develop the Columbia River Basin in the interests of flood con trol, power generation, and related water uses. Construction of the project began in the spring of 1966; control of the river at the dam began in March 1972. 2. The dam rises about 420 ft above bedrock, is 2,900 ft long at the crest, and includes a powerhouse with an initial installation of four 105,000-kilowatt generators and pro vision for four similar units to be installed later. The reservoir (Lake Koocanusa), with gross stor age capacity of 5,850,000 acre-ft, backs water 42 miles inside Canada. Fig. 1. Vicinity map. The normal full-pool and minimum pool elevations at the dam are 2459 and 2287 ft above mean sea level.** This storage provides flood control in the Kootenai River Valley and together with 15.5 million acre-ft of

* A table of factors for converting U. S. customary units to metric (SI) units of measurement is shown on page iii.

** All elevations are in feet above mean sea level.

1 Canadian storage is a major factor in controlling floods along the Columbia River.

Statement of Problem

3. The main contract for construction of Libby Dam was awarded in March 1967. Initial plans for the project did not include extensive water quality control studies or provide for quality control of water released from the reservoir. After the design was completed, water quality stand ards were set by Public Law 89-234 (Water Quality Improvement Act of 1965), Public Law 91-190 (National Environmental Policy Act of 1969), and Public Law 91-224, title I (Water Quality Improvement Act of 1970) and title II (Environmental Improvement Act of 1970). These laws, in part, and Executive Orders 11507, dated 4 February 1970, and 11514, dated 5 March 1970, directed governmental agencies to consider all aspects of the environment. This included water quality studies of Libby Reservoir and its outflows. 4. Maintenance of good water quality in the Kootenai River is essential to aquatic life, waterfowl, furbearers, recreational uses, and agricultural and industrial water supplies. The Kootenai River is an interstate stream for which water quality standards were adopted by the Montana Water Pollution Control Council on 5 October 1967 and by the Federal Water Quality Administration of the United States Department of Interior on 29 February 1968. 5. The Federal Water Quality Administration’s report, "Water Quality Effects, Libby Dam Project", dated February 1970, concluded that the reservoir will become stratified for several months each year. This will result in discharge of water from low-level penstocks at colder temper atures and lower oxygen content than exists under natural conditions unless multilevel withdrawal intakes are provided. "An Assessment of the Temperature of Releases from Libby Dam by Computer Simulation", by Water Resources Engineers, Inc. of Walnut Creek, California (March 1970) also concluded that a single level of turbine intakes either high or low in the reservoir could not meet downstream temperature requirements. Both reports indicated that a multibulkhead system could be placed upstream

2 from the penstock intakes. Water quality would be controlled by adding or removing bulkheads to draw water from different strata in the reservoir.

Description of Selective Withdrawal System

6. The proposed selective withdrawal system was a bulkhead structure on the upstream face of the dam over the penstock intakes. The concrete framework of the structure formed seven bulkhead bays over the intakes of the four initial units and seven bays over the four future units. Each bay had 22 fixed-wheel steel bulkheads 29.5 ft wide by 10.33 ft high. Each of the eight bottom bulkheads in the bays at the eight intakes had four pressure relief panels to protect the bulkheads against excessive differential heads and water hammer resulting from load rejections, mis- operation of the bulkheads or power units, and accidents. The panels were hinged at top, and their weight (412 lb each) provided resistance to opening outward when pressure rose in the withdrawal structure. A spring- loaded latch held each panel closed against an external water pressure of 5 ft or less. The bottom 38 ft of each bay upstream from the bulkheads was covered with trash racks. 7. The adopted system was basically the same as that proposed. However, seven bays rather than eight were constructed over intakes of the future units, and the bulkheads were 28.42 ft wide. Pressure relief panels were placed in nine bottom bulkheads of the eight intake bays, and the panel latches were set for 9 ft of inward water pressure. Trash racks were placed on top of the bulkheads. Two 65-ft-long racks were provided for each bay.

Need for Model Studies

8. Model analysis of the selective withdrawal structure was required to insure that the system would be adequate. Two studies were proposed: a study of flow directions, pressures, and head drops with the proposed withdrawal structure over the penstock intakes; and a study of flow with drawal from a stratified reservoir. Major concerns were whether the structure would perform as intended (if necessary, draw water from the top 20 ft) and whether flow conditions at the end units would be

3 satisfactory. As design of the selective withdrawal system progressed, additional tests were made to check computed torque and discharge data for the pressure relief panels.

4 PART II: THE MODELS

Description

9. Initial studies of selective withdrawal structure bulkhead plans A to C and final studies of plan E were part of the investigations that were made in a 1:50-scale comprehensive model (plate 2). The other studies will be described in a separate report. The model bulkhead struc ture covered the penstock intakes of units 1 to 4 (photograph 1 and plates 3 and 4). Flow conditions were studied in greater detail and modifications to reduce vortex action were developed in a l:20-scale model that reproduced the penstock intake of powerhouse unit 1 and 1.5 bays of the withdrawal structure. 10. Studies of selective withdrawal from a stratified reservoir were made with the plan E withdrawal structure installed at a middle unit (No. 3) of the initial four units in the 1:50-scale model. The test sec tion consisted of the power intake, the portion of withdrawal structure that supported it, and walls that confined the approach flow to simulate withdrawal through adjacent units. Details of the test apparatus and procedure are explained in PART IV. 11. Opening torque and discharge of a pressure relief panel were measured in a 1:5-scale model of one panel. Details of the test appara tus and procedure are described in PART V. 12. Standard laboratory instruments and procedures were used to measure discharges, pressures, water-surface elevations, and velocities in the models. Still pictures or time-lapse photographs (paths of dye balls in stratified reservoir) were taken of most of the tests.

Scale Relationships

13. The accepted equations of hydraulic similitude based on Froudian relationships were used to express the mathematical relations between dimensions and hydraulic quantities of the models and the prototype. These relations were as follows:

5 Relief Panel Vortex Study Comprehensive Model Model Model

Dimension Scale Relations

Length 1:5 1:20 1:50

Area 1:25 1:400 1:2,500

Velocity 1:2.236 1:4.472 1:7.071

Discharge 1:55.9 1:1,789 1:17,678

Time 1:2.236 1:4.472 1:7.071

Neither air entrainment nor vortices were modeled to scale because proto type fluids were used. Minor aeration and vortex action of the prototype were not reproduced. Major aeration was reproduced, but the quantity and bubble sizes were not correct. Only the existence and flow paths of en trained air were indicated. Flow conditions that create vortices were correctly modeled, and all but the small vortices were reproduced. Model vortices were not correctly proportioned; vortex action that would occur in the prototype was indicated qualitatively.

6 PART III: BULKHEAD STRUCTURE

Development of Design

Plan A (Original Design)

14. Details of the original withdrawal structure are shown in photo graph 1 and on plates 3 to 5. This structure was designed for a discharge of 5,800 cfs with a minimum bulkhead submergence of 10 ft. Tests indicated that the overflow sections were too short for those conditions. Weir con trol occurred at the bulkheads, flow fell into the intake wells, and the penstocks filled with aerated water. The maximum discharge for satisfac tory performance with bulkheads submerged 10 ft was about 1,000 cfs per unit. With 20 ft of submergence and a flow of 5,800 cfs per unit, air was entrained in vortices that formed behind the pier noses. Other flow con ditions were satisfactory. Thirty feet of submergence was required for fully acceptable flow conditions. 15. The plan A structure was designed with open spaces between bulk head storage slots in the end piers upstream from the trash rack slots (section C-C, plate 4). When the pool was above elev 2435, flow through the open areas and around the end piers created vortices inside the structure (photograph 2).

Modifications

16. Numerous modifications were tested in attempts to eliminate or dampen the vortices. Nose shapes of circular arcs with radii of 2.75 ft on the inside and 1.25 ft on the outside reduced but did not eliminate vortices at the end piers. Vortices that formed in the open spaces behind the nose sections of intermediate piers were effectively dampened by columns placed in those spaces. Even when all bulkheads were removed, trash racks were needed to dampen vortex action with some operating con ditions. Roughened pier noses, deepened trash rack bars that acted as guide vanes, and vanes extended upstream from the racks were not effective with all test conditions. 17. Additional studies in the 1:20-scale model indicated that air- entraining vortices were created in separation trails of surface flow past

7 abrupt changes of flow boundaries (pier noses, back corners of intermediate piers, slots, and trash rack guides). Blocking the top 4 ft of flow near the bulkheads reduced velocities in and near the structure and prevented the formation of vortices. The surface baffle or skimmer was effective immediately upstream or downstream of the bulkhead slots and with or with out the trash rack in place. However, the skimmer was not effective at the pier noses. A floating skimmer with 1-ft-long baffles projecting upstream at each end and riding in special slots just upstream from the bulkhead slots skimmed the flow at all operating pool levels and did not interfere with other operational devices. 18. The 1:20-scale model showed vortex action in the structure in greater detail than the 1:50-scale model. Flow patterns in the two models were the same; however some vortices in the larger model were only eddies in the smaller one. Small vortices in the bulkhead slots of the larger model and, with high pool conditions, larger vortices over intakes in the end bays were eddies in the smaller model. With those exceptions, the tendencies of major vortices to entrain air in the small model were approximately the same as those in the larger model. More small vortices formed in the 1:20-scale model, and larger vortices were less severe.

Plan E Bulkheads (Final Design)

19. The plan E design was proposed for architectural and hydraulic reasons. The pier nose profile above elev 2390 was simplified, the bulk head storage area was revised to fit the new profile, and small slots for floating skimmers were placed at the upstream edges of the bulkhead slots. Details of this plan as reproduced in the 1:20-scale model are shown in photograph 3 and on plates 6 and 7. A 1-ft-thick, 4-ft-deep skimmer was tested briefly and then replaced by one 2 ft thick (plate 8). 20. Vortex action with the plan E design in the 1:20-scale model was studied from minimum pool elev 2287 to maximum pool elev 2431 (a simula tion of maximum pool elev 2459). With pool elev 2334 and bulkhead submergences of 30.0 and 40.3 ft, an insignificant amount of air was drawn into the intake when the end bay trash rack was removed. Normally, the rack would be out for a short time during which the flow patterns causing

8 the vortices would be disrupted by the moving of bulkhead sections. Since air was entrained in the intermediate bays for some test conditions with out skimmers, skimmers would be required in all intake bays. Tests in the 1:20-scale model indicated that the plan E design was satisfactory. 21. Plan E was also satisfactory when studied with multi-intake operation in the 1:50-scale model. Observations of flow conditions in bays 5, 6, and 7 (typical of the other bays) are listed in tables A to E. Vortex tendencies were checked with several trash rack and skimmer place ments for each bulkhead submergence. Skimmers were needed in the end bays and improved conditions in the intermediate bays. For the worst condition (no bulkheads and low pool elevations), skimmers in the end bays damped vortices so no air was drawn into the intakes. 22. Decreases in hydraulic grade levels in the withdrawal structure and intakes relative to the forebay elevation are listed in tables F to H for minimum, intermediate, and maximum operating pool elev 2287, 2372, and 2459. Piezometer locations are shown on plates 3 and 4. Differentials with the maximum possible unit discharge of 5,800 cfs are shown for com parison with similar data for the original intake structure. The other discharge listed with each pool elevation is the estimated maximum unit discharge for cavitation-free flow. The greatest loss of head between pool elevation and the penstock at piezometer S-14 caused by the with drawal structure was 3.9 ft (table G, discharge 5,800 cfs, bulkheads submerged 20 ft). With the maximum observed operating discharge, 5,090 cfs at pool elev 2459, the maximum difference in water surfaces across a skimmer was 0.8 ft and across a skimmer and trash rack was 1.1 ft (table H).

9 PART IV: SELECTIVE WITHDRAWAL FROM STRATIFIED RESERVOIR

Description and Test Procedure

23. The studies were made with withdrawal through a middle unit (No. 3 of the initial four units) of the proposed plan E withdrawal structure and with unstratified and stratified reservoirs. Thermal stratification was simulated with fresh and saline water. The test sec tion consisted of the power intake, the portion of withdrawal section that supplied it, and walls that confined the approach flow and simulated with drawal through adjacent units (photographs 4 and 5 and plate 9). The right approach wall was made of glass to allow observation with dye streaks and interface (simulated thermocline). An elliptical entrance to the test section was used to reduce flow contraction. Discharge was con trolled and measured by a valve and plate orifice in the penstock (top picture in photograph 5). The model reservoir was a tank approximately 34.5 ft square and 8.5 ft deep. A weir that formed a barrier across the upstream end of the reservoir could be raised or lowered to the desired interface elevation. Fresh water representing less-dense, warmer water was supplied across the full length of the weir. Saline water (denser, colder water) was supplied through a diffuser on the downstream face of - the weir. The saline solution was prepared in an adjacent sump and was pumped into the reservoir as needed. 24. Densities of the fresh water and saline solutions were measured by means of a gravimetric balance that indicated density to 0.0001 gm/cc. The distribution of densities in the test section was determined with a conductance probe and thermistor. The probe was calibrated with saline solutions of different densities that were measured by the gravimetric balance. The platinum-coated tips of the probe were 1/4 in. (6.35 mm) apart. All except the tips of the electrodes were sealed and insulated with epoxy. The probe was connected to one leg of a Wheatstone bridge circuit within a conductivity indicator. Digital readout of conductivity was obtained with a millivolt-meter connected to the indicator. Tempera tures measured by the thermistor attached to the probe were indicated by a digital thermometer.

10 25. Calibration of the probe was based on the assumption that density varies with temperature and salinity only and that conductivity varies only with salinity over small ranges of temperature. For a given temper ature, density varies linearly with conductivity (salinity). At a different temperature, the linear variation has the same slope, but it is displaced from the first by the difference in densities of distilled water at the two temperatures. A density-conductance calibration was obtained before each test by using sample solutions at approximately equal temper atures. The calibration, adjusted for temperature differences, was plotted for the temperature range of the model and extrapolated for density readings to five significant figures. With the calibration, density profiles were determined from probe readings of conductivity and temperature. 26. After the reservoir was filled and settled (usually overnight), testing was started by gradually opening the penstock valve. Fresh and salt water were slowly added until a steady, uniform flow was obtained. The prototype water was assumed to be homogeneous; all density differences would be due to temperature. Profiles of temperature and conductivity were measured 200 and 400 ft upstream from the face of the intake struc ture. The powerhouse discharge was sampled to determine the outflow density (simulated temperature). Velocities were determined from time- lapse photographs of dye streaks created at the 200- and 400-ft points by means of dye balls dropped at the water surface (photograph 6). Velocities at every 5 or 10 ft of depth were computed by dividing the horizontal movement of dye by the elapsed time. In tests of the 28 Aug condition, velocities in the top 10 or 20 ft of the reservoir were not determined because the dye streaks were too faint to be seen on the photographs. The dye streaks in other tests were adequate.

11 27. Model tests were made with an unstratified reservoir (winter condition) and with estimated conditions of stratification for the following dates :

Special 30 May 30 May 28 Aug 27 Sep 17 Oct

Avg Min Temp* 7.74 7.74 10.41 10.74 10.68 Avg Max Temp 12.00 12.00 18.33 15.15 12.83 Density Diff 0.00036 0.00036 0.00113 0.00055 0.00025 in gm/ce Surface Water 12.33 12.33 18.50 15.00 12.85 Temperature Pool Elev 2370 2459 2459 2459 2459 Interface Elev 2350 2350 2400 2380 2330 Discharge 4,450 5,090 5,090 5,090 5,090 in CFS Per Unit Bulkhead Submer 24.0 30.3 30.3 30.3 30.3 gence in Feet 75.7 33.7 33.7 33.7 33.7 82.0 82.0 82.0 82.0

* Temperatures in degrees Centigrade

Test Results

28. Velocity patterns 400 and 200 ft upstream from the bulkheads when the reservoir was full and not stratified are shown on plate 10. Visual observations indicated that no surface movement of water occurred when the bulkheads were submerged 30.3 and 82.0 ft and the skimmer in the withdrawal structure was used. With the shallowest withdrawal (30.3 ft), flow was drawn from all but the bottom 85 ft and the surface. With the two deeper withdrawals (82.0 and 133.7 ft), flow was drawn from the full depth of the reservoir. Very little water moved from the top 20 ft when the bulkhead was submerged 133.7 ft.

12 Stratified Reservoir

29. Densities and simulated temperatures, velocities, and interface profiles for the five stratified reservoir conditions that were studied are shown on plates 11 to 24. If the top bulkhead was above the inter face, the interface rose near the bulkheads, and most of the water was drawn from above the interface (left picture in photograph 6). If the top of the bulkheads was well below the interface, the interface dipped down near the bulkheads, and the major withdrawal was from below the interface. If the top of the bulkheads was near the interface (as close as 5 ft), the interface rose above the bulkheads as shown on plates 11, 20, and 24. When the stratum above the interface was deep, major withdrawal was from below. The change in interface level began 100 to 300 ft upstream from the bulkheads. Velocity profiles measured 5 ft from the glass wall indicated that the walls had no significant effect on flow patterns and velocities. 30. Three strata and two interface bands existed during Run 3 of the special 30 May condition with the bulkhead submerged 82.0 ft (plate 14). The primary interface was at elev 2350, the estimated thermocline level for 30 May. Another interface formed at elev 2395. The top bulkhead was above the primary interface, which rose to slightly above the bulkheads as it did when there were only two strata. The velocity profiles indicated that the major withdrawal was from the top two strata; more than one-half came from the upper layer. 31. With the normal 30 May condition (low pool level and interface at elev 2350), more flow was drawn from near the riverbed than there was with a high pool (plates 11 and 12 compared with plates 14 and 15). With submergences of 24.0 and 75.7 ft, most of the water was drawn from below the interface, even though with the 24-ft submergence the top bulkhead was only 4 ft below the interface. Strong, almost vertical, upward flow occurred within 100 ft of the bulkheads. The velocity and steepness of flow paths were much greater than they were for other conditions that were studied.

13 PART V: TESTS OF BULKHEAD RELIEF PANELS

32. Torque and discharge data were measured in a 1:5-scale model of one 3- by 6-ft pressure relief panel opening outward. Details of the model relief panel and frame and the instrumentation used are shown on plates 25 and 26. After the model was constructed, the design of the panel and latch was changed, but these changes did not affect hydraulic performance of the panel. Head differentials across the panel were meas ured by means of piezometers and water manometers. Low discharges were measured over a 90-degree V-notch weir; an orifice in the supply line was used for high flows. Torque on the panel was measured by force links with strain gages. 33. Test results for panel openings of 20 to 90 degrees and head differentials of 0.20 to 15.23 ft are shown on plates 27 and 28. The dashed curves on plate 27 indicate that the proposed relief panel, with a weight of 412 pounds and center of gravity 13.25 in. from the center of the panel hinge, would open fully to the 90-degree position under a differential head of 1.42 ft. The resisting torque of the panel mass was as follows:

Panel Opening Panel Resisting Torque in Degrees in Foot-Pounds______

20 155.6 40 292.4 60 394.0 80 448.0 90 454.9

14 TABLE A

VORTEX OBSERVATIONS

PLAN E BULKHEAD STRUCTURE

Pool Elev 2287 and 2304, Units 1 to 4 Operating

Trash Racks Skimmers Pool Unit Bulkhead Observations Flow Submer Bays Bays Elev gence Bays 5, 6, and 7 CFS in Feet 7 6 1-5 1,7 2-6

2287 3,300 23.7 In In In In In Good flow conditions Out In In In In Small vortices all bays; acceptable conditions In Out In In In Upwelling in bay 6; vortices in bays 5 and 7 did not draw air into intakes In In In In Out Small vortices in bay 5; small eddies in bay 7 Out In In In Out Same as second condition In Out In In Out Small vortices in bays 5 and 7

34.0 In In In In In Small vortices in bays 5 and 7 Out In In In In Same as first condition In Out In In In Strong vortex in bay 7; occasional strong vortex in bay 5; no air drawn In In In In Out Same as first condition Out In In In Out Same as first condition In Out In In Out Same as first condition

44.3 In In In In In Good flow conditions Out In In In In Small vortices in bay 7 In Out In In In Very small vortices in bay 6 In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Good flow conditions No Bulk Out Out Out In In Small vortices both sides of skimmer in bay 7; heads tails with no air sometimes went into intake Out Out Out In Out Small vortices in bay 7

2304 3,540 20.0 In In In In In Small vortices at pier nose and in bay 7; turbulent water surface in bay 6 Out In In In In As above plus turbulence in bay 5 In Out In In In Same as second condition; bay 6 more turbulent In In In In Out Same as second condition Out In In In Out Same as second condition In Out In In Out Vortices in bulkhead slots of bay 6

30.3 In In In In In Vortex at end pier nose stopped by trashracks Out In In In In Stronger vortices than in first condition In Out In In In Same as first condition; turbulence in bay 6 In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Same as first condition

40.7 In In In In In Vortex at end pier nose stopped by trashracks Out In In In In Vortex tail to intake; no air drawn In Out In In In Same as first condition In In In In Out Same as second condition In Out In In Out Same as first condition; small vortex in bay 6

51.0 In In In In In Small vortex from end pier nose to skimmer Out In In In In As above plus occasional small vortex in bay 7 In Out In In In Same as first condition In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Small vortexes at end pier and bays 7 and 6 No Bulk Out Out Out In In Small vortex at end pier nose and in bay 7 heads Out Out Out In In Same as first condition

TABLE A TABLE B

VORTEX OBSERVATIONS

PLAN E BULKHEAD STRUCTURE

Pool Elev 2314 and 2325, Units 1 to 4 Operating

Trash Racks Skimmers Pool Unit Bulkhead Observations Flow Submer- Bays Bays Elev in gence Bays 5, 6, and 7 CFS in Feet 7 6 1-5 1,7 2-6

2314 3,690 19.7 In In In In In Small vortex at end pier nose Out In In In In As above plus vortices in bay 7 and bulkhead slots and turbulence in bays 5 and 6 In Out In In In Same as first condition In In In In Out Same as first condition Out In In In Out More turbulence in bays 5 and 6 than in second condition In Out In In Out Small vortex at end pier nose; vortexes to top of bulkheads in bulkhead slots of bay 6

30.0 In In In In In Small vortex from end pier nose to trashracks Out In In In In Vortex tail from end pier nose to intake In Out In In In Like first condition; almost a vortex in bay 6 In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Small vortex in bay 6 extending to shear wall

40.3 In In In In In Very small vortex at end pier nose Out In In In In As above; vortex in bay 7 did not reach intake In Out In In In Small vortices at end pier nose and in bay 6 In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Vortices in bay 6 and bulkhead slots of bay 6

50.7 In In In In In Very small vortex at end pier nose Out In In In In As above plus vortex swirl in bay 7 In Out In In In Same as first condition In In In In Out Same as second condition No Bulk Out Out Out In In Very small vortex at end pier nose and in bay 7 heads Out Out Out In Out Same as first condition

2325 3,840 20.3 In In In In In Small vortices at end pier nose and in bay 7; turbulence in bays 5 and 6 Out In In In In Same as first condition

30.7 In In In In In Very small vortex at end pier nose Out In In In In Vortex extended from end pier nose to intake and small vortex in bay 7; no air drawn In Out In In In Like first condition; vortices in bay 6 bulk head slots with tails down to top of bulkheads

41.0 In In In In In Vortex tail from end pier nose to trashrack Out In In In In No air drawn by vortices from end pier nose and in bay 7 In Out In In Out Same as first condition plus vortices to tops of bulkheads in bulkhead slots of bay 6

51.3 In In In In In Small vortex at end pier nose Out In In In In Very small vortex at end pier nose with tail extending below skimmer; vortex in bay 7 with tail into intake; no air drawn In Out In In In Same as first condition In In In In Out Same as second condition In Out In In Out Small vortex at end pier nose and in bay 7 No Bulk Out Out Out In In Small vortex in bay 7 with tail extending to heads intake; no air drawn Out Out Out In Out Same as first condition

TABLE B TABLE C

VORTEX OBSERVATIONS

PLAN E BULKHEAD STRUCTURE

Pool Elev 2335 and 2376, Units 1 to 4 Operating

Trash Racks Skimmers Pool Unit Observations Flow Submer- Bays Bays Elev Bays 5, 6, and 7 CFS in Feet 7 6 1-5 1,7 2-6

2335 3,980 20.0 In In In In In Vortex at end pier nose with tail to trashrack, small vortex in bay 7, and turbulence in bay 6 Out In In In In •As above, with very turbulent flow in bays 5,6 In Out In In In Same as first condition plus vortices in bay 6 In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Less turbulence in bay 6

30.3 In In In In In Vortex at end pier nose with tail to trashrack, vortex at trash rack guide in bay 7; no air Out In In In In As above, plus vortices in bay 6 bulkh'd slots In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Vortices in bay 6 were damped

40.7 In In In In In Small vortex from end pier nose to trashrack Out In In In In As above, plus small vortex in bay 7 In Out In In In Same as 1 plus vortices in bay 6 bulkh'd slots In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Vortices in bay 6 were damped

51.0 In In In In In Very small vortex at end pier nose Out In In In In Vortex at end pier nose with tail to skimmer; vortex in bay 7 with tail to intake; no air In Out In In In Same as 1 plus vortices in bay 6 bulkh'd slots In Out In In Out Same as 3 but bay 6 less turbulent Out Out Out In In Very small vortices in bay 7; no air drawn Out Out Out In Out Same as first condition No Bulk Out Out Out In In Small vortex with tail to intake in bay 7 heads Out Out Ou-t In Out Same as first condition

2376 4,250 19.7 In In In In In Small vortex at end pier nose Out In In In In As above plus vortices in bay 7 and bay 6 In Out In In In Same as 1 plus vortices in bay 6 bulkh'd slots

30.0 In In In In In Small vortex at end pier nose Out In In In In As above; small vortices in bays 7 and 6 In. Out In In In Vortices at end pier nose and bay 6 slots In Out In In Out Same as above plus vortex in bay 6 at pier 7

40.3 In In In In In Small vortex from end pier nose to trashracks Out In In In In Vortex in bulkhead slot and at nose of end pier; small vortex in bay 7 In Out In In In Same as 1 plus vortices in bay 6 bulkh'd slots In In In In Out Same as first condition Out In In In Out No vortex in bulkhead ‘slots of end pier In Out In In Out Vortex at each pier in bay 6

50.7 In In In In In Small vortex at end pier nose Out In In In In As above plus vortices in bay 7 In Out In In In Same as 1 plus vortices in bay 6 bulkh'd slots In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Same as third condition plus vortex in bay 6 at pier 7 with tail extending to intake No Bulkheads Almost stagnant water above elev 2326

TABLE C TABLE D

VORTEX OBSERVATIONS

PLAN E BULKHEAD STRUCTURE

Pool Elev 2397 and 2428, Units 1 to 4 Operating

Trash Racks Skimmers Unit Bulkhead Observations Flow Submer- Bays Bays Elev in gence Bays 5, 6, and 7 CF S in Feet 7 6 1-5 1,7 2-6

2397 4,470 20.0 In In In In In Vortex at end pier nose with tail to trashrack, turbulent water surface in bay 6 Out In In In In Vortex off and pier ended at skimmer, small vortices in bay 7; turbulence and eddies in 6 In Out In In In Same as second condition

30.3 In In In In In Small vortex from end pier nose to skimmer Out In In In In Same as first condition; small vortex in bay 6 Out In In In Out Same as second condition; eddy at pier 7 nose In Out In In Out As above except for stronger vortex in bay 6

40.7 In In In In In Small vortex at end pier nose Out In In In In Vortex from end pier nose extended below skimmer but not to intake; swirl in bay 7 In Out In In In Same as first condition; small vortex in bay 6 In Out In In Out Stronger vortex in bay 6 with tail to intake

51.0 In In In In In Very small vortex at end pier nose Out In In In In Vortex from end pier nose to skimmer, small vortices in bay 7 and end pier bulkhead slot In Out In In In Same as first condition; small vortex in bay 6 In Out In In Out Stronger vortex in bay 6 with tail to intake No Bulkheads Almost no movement of water above elev 2337

2428 5,120 20.0 In In In In In Very small vortex at end pier nose In In In In In Same as first condition

30.3 In In In In In Very small vortex at end pier nose In In In In Out Same as first condition

40.7 In In In In In With trash racks in bulkhead slots for normal operation and extra racks in storage slots, a very small vortex at end pier nose. Vortex was stronger if extra racks not in storage slots Out In In In In Small vortex at end pier nose, vortex increased if extra trashracks not in storage slots In Out In In Out Same as first condition In In In In Out Same as first condition Out In In In Out Same as second condition; small vortex in bay 6 . In Out In In Out As above except for stronger vortex in bay 6

51.0 In In In In In Vortex at end pier nose; no air drawn Out In In In In Vortex at end pier nose with tail extending below skimmer and small vortices in bulkhead and bulkhead storage slots of bay 7; no air drawn In Out in In In Same as first condition In In In In Out Same as first condition Out In In In Out Same as second condition In Out In In Out Same as third condition plus vortex in bay 6 at pier 7 with tail extending to intake and very small vortex in bay 6 at pier 6; no air drawn No bulkheads No vortex action

TABLE D

Observations Bays 5, 6, and 7 6, 5, Bays

ABLE E ABLE T (Not normal operating condition). condition). normal operating (Not con as first Same Same as first condition as first Same Small vortex at end pier broke up at up trashracks at broke vortex pier at end Small a small vortex at end pier nose broke up up broke at trashracks nose pier at vortex end small a slots of bay 6; vortex tails extended to slot bottoms slot to extended vortex bay of tails 6; slots Small vortex at end pier nose stopped at at trashracks nose stopped pier vortex at end Small Same as condition as first Same dition plus vortices in bulkhead and bulkhead bulkhead storage and bulkhead vortices in plus dition With trashracks in storage slots for normal operation, for slots in storage With trashracks gence Vortex action the same as with 40.7-ft bulkhead bulkhead submer with 40.7-ft as action the same Vortex vortex action was similar without skimmers in bays 2 to bays 6 to 2 in without skimmers was similar action vortex No vortex action No VORTEX OBSERVATIONS VORTEX In In In In 2-6 PLAN E BULKHEAD STRUCTURE E BULKHEAD PLAN Out Out Bays Skimmers In In In In In In 1,7 In In In In In In 1-5 Pool Elev 2459, Units 1 to 4 Operating, CFS Unit 5,090 Flow Operating, 4 to 1 Units Elev Pool 2459, 6 In In In In In Bays Out Trash Racks Trash 7 In In In In In In

30.3 20.0 51.0 40.7 gence Submer- Feet in Bulkhead No No bulkheads

TABLE m TABLE F

DECREASE IN HYDRAULIC GRADE LINE

PENSTOCK INTAKES AND SELECTIVE WITHDRAWAL SYSTEM

Plan E Bulkhead Structure, Pool Elev 2287, Units 1 to 4 Operating

With 'Withdrawal Structure

Bulkhead Submergence in Feet No

23 .7 34 .0 44 .3 Bulkheads

Trashl Racks

In Out In Out In Out In Out In Out In Out In Out

Piezometer Number Piezometer Water or Surface Skimmers

No Withdrawal No Structure In In Out Out In In Out Out In In Out Out In In

Pressure or T*Jater-Surface I)ecrease From I’ool Level in I^eet of Water

Unit Discharge 5, 800 CFS

S 1 4.2 3 8 4.1 3.8 2 9 2.6 2 .,8 2.,6 2.0 2.0 2.0 2.,0 0.8 0 .,8 s 2 1.1 0 2 1.0 0.2 0 4 0.1 0 ..3 0 .,1 0.1 0.1 0.3 0 .,1 0.0 0 .,0 s 3 0.0 3.1 2 2 2.9 2.2 1 0 0.3 0 .,8 0 .,3 0.0 0.0 0.0 0.,0 0.0 0 .,0 s 4C 2.9 2 1 2.7 2.1 1 7 1.3 1 ..5 1 ..3 1.0 1.0 1.2 1 .,0 0.5 0 .,5

s 5 0.8 4.0 3..4 3.9 3.4 2..4 2.0 2..2 2 ..0 1.1 1.1 1.2 1 .,1 0.7 0 ,,7 s 6 2.0 6.1 5..3 5.9 5.3 4..5 4.0 4,.2 4..0 3.1 3.1 3.3 3.,1 2.0 2..0 s 7 4.0 7.3 6..8 7.2 6.8 6..7 6.4 6..6 6..4 5.5 5.5 5.7 5..5 4.5 4.,5 s 8 5.5 9.5 9..0 9.4 9.0 8..1 7.7 8..0 7..7 7.0 7.0 7.2 7.,0 6.0 6.,0 s 9 5.6 9.4 8.,8 9.2 8.8 8..0 7.5 7..8 7..5 6.5 6.5 6.7 6..5 5.8 5..8

s 10 0.8 3.6 3.,2 3.5 3.2 2..2 1.8 2..0 1 ..8 1.0 1.0 1.2 1 ..0 0.8 0..8 s 11 2.0 5.6 4.,8 5.5 4.8 4..0 3.6 3..9 3..6 2.9 2.9 3.1 2..9 2.0 2..0 s 12 4.0 7.6 7..0 7.5 7.0 7..3 5.8 7 ..1 5..8 5.0 5.0 5.1 5.,0 4.4 4..4 s 13 5.5 9.4 8.,8 9.2 8.8 7.,8 7.5 7 ,.7 7.,5 6.8 6.8 7.0 6..8 6.3 6.,3 s 14 5.5 8.2 7..7 8.1 7.7 7.,4 7.0 7 .,2 7.,0 6.1 6.1 6.3 6.,1 5.8 5..8

Bay 5 1.1 0 .,3 0.5 0.0 0 ..2 0.1 0..1 0 ..0 0.1 0.05 0.05 0..0 0.0 0 ..0 Bay 6 1.0 0 ..5 0.5 0.05 0 ..3 0.2 0 ..1 0 ..0 0.1 0.1 0.1 0 ..0 0.0 0 ..0 Unit Discharge 3, 300 CFS

S 1 1.0 1 .,0 1.0 1.0 0,,5 0.5 0..5 0 ..5 0.2 0.2 0.2 0 ..2 0.1 0 ..1 S 2 0.0 0 ..0 0.0 0.0 0 ..0 0.0 0 ..0 0 ..0 0.0* 0.0 0.0 0 ..0 0.0 0 ..0 S 3 0.7 0.,5 0.7 0.5 0..0 0.0 0 ..0 0..0 0.0 0.0 0.0 0 ..0 0.0 0 ..0 S 4 0.7 0 .,5 0.7 0.5 0..1 0.1 0..1 0..1 0.0 0.0 0.0 0 ,,0 0.0 0..0

S 5 1.0 0 ..9 1.0 0.9 0 ..2 0.2 0 ..2 0 ..2 0.0 0.0 0.0 0 .,0 0.0 0 .,0 S 6 1.7 1 ..5 1.7 1.5 1 ..1 1.1 1 ..1 1 .,1 0.8 0.8 0.8 0 ..8 0.5 0 ..5 S 7 2.1 2.,0 2.1 2.0 1 ..9 1.9 1 ..9 1 .,9 2.1 2.1 2.1 2..1 2.0 2,,0 S 8 2.6 2.,5 2.6 2.5 2..1 2.1 2..1 2..1 2.0 2.0 2.0 2.,0 1.8 1 .,8 S 9 2.6 2.,5 2.6 2.5 2..1 2.1 2,.1 2..1 2.0 2.0 2.0 2,.0 1.9 1 .,9

S 10 0.9 0 .,8 0.9 0.8 0 .,2 0.2 0 .,2 0 ..2 0.1 0.1 0.1 0 ..1 0.0 0 ..0 S 11 0.5 0 .,2 0.5 0.2 0 ,.9 0.9 0 ..9 0..9 1.0 1.0 1.0 1 ..0 0.5 0 ..5 S 12 2.1 2.,0 2.1 2.0 1 ..8 1.8 1 ,,8 1 ..8 1.4 1.4 1.4 1 ..4 1.2 1 ..2 S 13 2.5 2.,3 2.5 2.3 2.,1 2.1 2..1 2.,1 2.0 2.0 2.0 2.,0 1.8 1 .,8 S 14 2.4 2.,2 2.4 2.2 2.,0 2.0 2.,0 2.,0 1.8 1.8 1.8 1 .,8 1.7 1 ..7

Bay 5 0.3 0 .,1 0.1 0.05 0 .,1 0.05 0 ..05 0 ..0 0.0 0.0 0.0 0 .,0 0.0 0.,0 Bay 6 0.3 0.,2 0.1 0.05 0 .,1 0.1 0 ..1 0 .,0 0.0 0.0 0.0 0 .,0 0.0 0 .,0

NOTE: Piezometer locations and details of structure are shown on plates 3 and 5 to 8.

TABLE F TABLE G

DECREASE IN HYDRAULIC GRADE LINE

PENSTOCK INTAKES AND SELECTIVE WITHDRAWAL SYSTEM

Plan E Bulkhead Structure, Pool Elev 2372, Units 1 to 4 Operating

With Withdrawal Structure

Bulkhead Submergence in Feet No

20 .0 30 .3 51 .0 Bulkheads

Trash Racks

In Out In Out In Out In Out In Out In Out In Out or or Water Surface Piezometer Number 1 Skimmers

No Withdrawal Structure In In Out Out In In Out Out In In Out Out In Out

Pressure or Water-Surface :Decrease From :Pool Level in Feet of Water

Unit Discharge 5,,800 CFS

S 1 3.1 3. 0 3.0 2.8 3. 0 2.7 2. 9 2. 7 2.5 2.5 2. 5 2. 5 1.8 1 . 8 s 2 2.1 1 . 9 2.0 1.8 2. 0 2.0 2. 0 2. 0 1.5 1.5 1 . 5 1 .,5 0.1 0 .,1 s 3 0 0 3.1 2. 8 2.9 2.3 2. 5 2.2 2. 3 2..2 2.0 2.0 2. 0 2.,0 0.1 0 .,1 s 4C 3.1 2 5 2.8 2.2 2. 7 2.3 2., 5 2.,3 2.1 2.1 2. 1 2.,1 0.5 0.,5

s 5 0 ..8 5.5 5.,1 5.2 5.0 5.,2 5.0 5.,1 5.,0 4.8 4.8 4. 8 4.,8 1.0 1 .,0 s 6 2..0 6.2 5.,8 5.9 5.5 5.,7 5.4 5. 6 5.,4 5.3 5.3 5. 3 5.,3 2.1 2 .,1 s 7 4..0 8.5 8.,2 8.2 8.1 8.,1 8.0 8.,0 8.,0 7.8 7.8 7. 8 7.,8 4.5 4.,5 s 8 5..8 9.8 9.,2 9.5 9.2 9.,2 9.1 9.,2 9.,1 9.0 9.0 9.,0 9.,0 6.0 6.,0 s 9 5..8 9.4 9.,1 9.1 9.0 9.,0 8.9 9.,0 8.,9 8.8 8.8 8., 8 8.,8 5.8 5.,8

s 10 0 ..8 5.1 4..8 4.5 4.2 4.,5 4.4 4.,5 4.,4 4.2 4.2 4. 2 4..2 0.8 0 .,8 s 11 2..0 6.0 5.,5 5.5 5.0 5.,3 5.2 5.,2 5.,2 4.9 4.9 4.,9 4.,9 2.1 2.,1 s 12 4..0 8.1 7.,8 7.5 7.1 7.,4 7.2 7.,3 7.,2 7.0 7.0 7.,0 7.,0 4.2 4.,2 s 13 5..7 10.0 9.,7 9.3 9.0 9.,3 9.1 9.,2 9.,1 8.8 8.8 8.,8 8,,8 6.0 6.,0 s 14 5,,6 9.5 9.,1 8.9 8.5 8.,9 8.5 8.,8 8,,5 8.3 8.3 8.,3 8..3 5.7 5.,7

Bay 5 1.6 0 ..9 0.5 0.2 0.,5 0.2 0 ..2 0..0 0.1 0.0 0 .,1 0,.0 0.0 0 ..0 Bay 6 1.7 1 ..0 0.6 0.3 0..5 0.2 0.,3 0 ..05 0.1 0.0 0.,1 0..0 0.0 0 ,.0 Unit Discharge 4 ,470 CFS

S 1 2.0 1.,8 1.9 1.8 1 .,6 1.6 1 ..6 1..6 1.4 1.4 1 .,4 1 ,.4 0.5 0,.5 S 2 1.4 1..0 1.1 1.0 1 .,1 1.1 1 .,1 1 ..1 0.8 0.8 0 .,8 0 ,.8 0.1 0,.1 S 3 2.0 1 ..5 1.8 1.5 1 ..4 1.4 1..4 1..4 1.1 1.1 1 .,1 1 ,.1 0.2 0 ,.2 s 4C 1.9 1 ..4 1.7 1.4 1 ..4 1.4 1 ..4 1 ..4 1.1 1.1 1 ..1 1 ,.1 0.4 0 ,.4

s 5 3.1 2..8 3.0 2.8 3,.0 3.0 3..0 3..0 2.5 2.5 2,.5 2,.5 0.8 0 ,.8 s 6 3.7 3,.1 3.5 3.1 3,.1 3.1 3,.1 3,.1 3.0 3.0 3..0 3,.0 1.5 1 ,.5 s 7 4.8 4,.5 4.7 4.5 4,.6 4.6 4,.6 4,.6 4.5 4.5 4,.5 4,.5 4.4 4,.4 s 8 5.7 5,.3 5.5 5.3 5,.2 5.2 5,.2 5,.2 5.1 5.1 5,.1 5 .1 3.7 3,.7 s 9 5.5 5,.2 5.3 5.2 5,.1 5.1 5,.1 5,.1 5.0 5.0 5,.0 5 .0 3.5 3,.5

s 10 3.0 2,.8 2.5 2.3 2,.5 2.5 2..5 2,.5 2.2 2.2 2,.2 2 .2 0.7 0 .7 s 11 3.2 3,.0 3.0 2.8 3,.0 3.0 3,.0 3,.0 2.9 2.9 2,.9 2 .9 1.7 1 .7 s 12 4.7 4,.4 4.2 4.0 4,.1 4.1 4,.1 4,.1 3.9 3.9 3,.9 3 .9 2.5 2 .5 s 13 5.8 5,.5 5.3 5.1 5,.2 5.2 5,.2 5,.2 5.1 5.1 5,.1 5 .1 3.8 3 .8 s 14 5.5 5,.3 5.1 5.0 5,.0 5.0 5,.0 5,.0 4.8 4.8 4,.8 4 .8 3.4 3 .4

Bay 5 0.8 0 ,.5 0.2 0.0 0 ,.2 0.1 0 ,.1 0 ,.0 0.0 0.0 0 ,.0 0 .0 0.0 0 .0 Bay 6 1.0 0 ,.6 0.3 0.05 0 ,.2 0.1 0 ,.1 0 .0 0.0 0.0 0 ,.0 0 .0 0.0 0 .0

NOTE: Piezometer locations and details of structure are shown on plates 3 and 5 to 8.

TABLE G TABLE H

DECREASE IN HYDRAULIC GRADE LINE

PENSTOCK INTAKES AND SELECTIVE WITHDRAWAL SYSTEM

Plan E Bulkhead Structure, Pool Elev 2459, Units 1 to 4 Operating

With Withdrawal Structure

u u 3 Bulkhead Submergence :in Feet No Q)

•H u u P-i O •H ¡2 Skimmers O ¡23 In In Out Out In In Out Out In In Out Out In Out

Pressure or Water-■Surface Decrease From Pool Level in Feet of Water

Unit Discharge 5 ,800 CFS

S 1 3.0 2.8 2.9 2.8 2.6 2.5 2.6 2.5 2.1 2.1 2.1 2.1 0.8 0.8 S 2 2.1 1.5 2.0 1.5 1.5 1.2 1.5 1.2 1.0 1.0 1.0 1.0 0.0 0.0 S 3 0.0 3.0 2.3 2.5 2.3 2.1 2.0 2.1 2.0 2.0 2.0 2.0 2.0 0.0 0.0 S 4C 2.9 2.2 2.4 2.2 2.1 2.0 2.1 2.0 1.8 1.8 1.8 1.8 0.5 0.5

S 5 0.9 5.1 4.8 5.0 4.8 4.5 4.4 4.5 4.4 4.1 4.1 4.1 4.1 1.0 1.0 S 6 2.1 5.8 5.2 5.5 5.2 5.1 5.0 5.1 5.0 4.9 4.9 4.9 4.9 2.1 2.1 S 7 4.0 8.1 8.0 8.0 8.0 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 4.5 4.5 S 8 5.8 9.2 9.0 9.1 9.0 9.0 8.9 9.0 8.9 8.8 8.8 8.8 8.8 6.0 6.0 S 9 5.9 9.1 8.9 9.0 8.9 8.8 8.2 8.8 8.2 8.3 8.3 8.3 8.3 5.8 5.8

S 10 0.8 4.5 4.2 4.1 4.0 3.8 3.5 3.8 3.5 3.5 3.5 3.5 3.5 0.9 0.9 S 11 2.0 5.4 5.1 5.1 4.9 4.5 4.5 4.7 4.5 4.5 4.5 4.5 4.5 2.0 2.0 S 12 4.0 7.5 7.1 7.0 6.8 6.5 6.5 6.5 6.5 6.4 6.4 6.4 6.4 4.1 4.1 S 13 5.8 9.2 9.1 9.0 9.0 8.5 8.7 8.8 8.7 8.2 8.2 8.2 8.2 5.8 5.8 S 14 5.7 9.0 8.8 8.5 8.2 8.0 8.0 8.0 8.0 7.9 7.9 7.9 7.9 5.7 5.7

Bay 5 1.4 0.8 0.7 0.1 0.4 0.1 0.2 0.0 0.05 0.0 0.05 0.0 0.0 0.0 Bay 6 1.6 1.0 0.7 0.1 0.4 0.2 0.2 0.0 0.05 0.0 0.05 0.0 0.0 0.0 Unit Discharge 5 ,090 CFS

S 1 2.5 2.2 2.5 2.2 2.1 2.1 2.1 2.1 1.8 1.8 1.8 1.8 0.5 0.5 S 2 1.9 1.3 1.9 1.3 1.1 1.1 1.1 1.1 0.9 0.9 0.9 0.9 0.0 0.0 S 3 2.5 2.0 2.2 2.0 1.8 1.8 1.8 1.8 1.5 1.5 1.5 1.5 0.0 0.0 S 4C 2.2 1.9 2.2 1.9 1.7 1.7 1.7 1.7 1.4 1.4 1.4 1.4 0.5 0.5

S 5 3.9 3.8 3.9 3.8 3.6 3.6 3.6 3.6 3.2 3.2 3.2 3.2 0.9 0.9 S 6 4.5 4.0 4.2 4.0 4.0 4.0 4.0 4.0 3.7 3.7 3.7 3.7 1.8 1.8 S 7 5.3 5.2 5.2 5.2 5.1 5.1 5.1 5.1 5.0 5.0 5.0 5.0 3.0 3.0 S 8 7.3 7.0 7.2 7.0 6.8 6.8 6.8 6.8 6.5 6.5 6.5 6.5 4.5 4.5 S 9 7.2 6.8 7.0 6.8 6.6 6.7 6.5 6.7 6.2 6.2 6.2 6.2 4.3 4.3

S 10 3.7 3.1 3.5 3.1 2.9 2.9 2.9 2.9 2.7 2.7 2.7 2.7 0.6 0.6 S 11 4.2 4.0 4.1 4.0 3.8 3.9 3.8 3.9 3.5 3.5 3.5 3.5 1.8 1.8 S 12 6.0 5.5 5.8 5.5 5.2 5.1 5.2 5.1 5.0 5.0 5.0 5.0 3.4 3.4 S 13 7.1 6.9 7.1 6.9 6.6 6.8 6.6 6.8 6.4 6.4 6.4 6.4 5.0 5.0 S 14 6.9 6.5 6.8 6.4 6.2 6.2 6.2 6.2 6.0 6.0 6.0 6.0 4.2 4.2

Bay 5 1.0 0.7 0.5 0.05 0.3 0.1 0.2 0.0 0.05 0.0 0.0 0.0 0.0 0.0 Bay 6 1.1 0.8 0.5 0.05 0.3 0.1 0.2 0.0 0.05 0.0 0.0 0.0 0.0 0.0

NOTE: Piezometer locations and details of structure are shown on plates 3 and 5 to 8.

TABLE H Penstock intakes without bulkhead structure. Bulkhead structure with bulkheads Two intakes with trash racks and corbels as originally and trash racks constructed in the prototype

Photograph 1. Plan A (original design) selective withdrawal structure of the four initial powerhouse units in 1:50-scale model. Photograph 2. Vortex in end bay with opening around bulkhead storage slots in end pier. Plan A selective withdrawal structure, bulkhead submerged 20 ft, forebay elev 2^59j discharge 5,800 cfs per unit. Photograph 3* Plan E selective withdrawal structure in 1:20-scale model. Entrance to test section Withdrawal structure in test section

Photograph 4. Upstream side of structures for stratified flow studies. Powerhouse penstocks, orifices, and control valves

Forebay

Photograph 5* Discharge and salinity controls for stratified flow studies. ELE VATION I nterface profile (thermocline) and beginning of of beginning and (thermocline) profile nterface vertical dye streak for velocity profile profile velocity for streak dye vertical 400 ft upstream from bulkheads from upstream ft 400 Photograph 6. 28 August condition; bulkhead submergence 30.3 ft; pool elev 2^59* elev pool ft; 30.3 submergence bulkhead condition; August 28 6. Photograph elapsed time indicating velocity profile velocity indicating time elapsed Movement of dye after 13.1 sec (model) (model) sec 13.1 after dye of Movement PLATE

GAGE GAGE LOCATIONS MODEL LAYOUT AND FINAL STRUCTURES AND EXCAVATION 300 FT 200 SCALE 50 100 LAN P

PLATE SCALE SECTION SECTION B-B PENSTOCK PENSTOCK INTAKE DETAILS AND AND PIEZOMETER LOCATIONS AIL A SCALE DET 0 5 10 15 20 FT 15 15 20 25 FT 10 5

0 .5 9 4 ACE OF DAM F SCALE 0 25 50 FT

PLATE J 75 ,, 0.75' TYPICAL REMOVED RACKS TRASH AND GATES BULKHEAD U SRA ELEVATION PSTREAM 0 ______SCALE 0 0 FT 100 50 0 0 5 0 '25 20 15 10

0 FT 50 S CIN D-D ECTION LN BLHA STRUCTURE BULKHEAD A PLAN EETV WTDAA SYSTEM WITHDRAWAL SELECTIVE N LT 3. PLATE ON ESOK NAE EAL SHOWN DETAILS INTAKE PENSTOCK NOTE BULKHEAD TRASH RACKS AND BULKHEAD UPSTREAM ELEVATION INTAKE TRASH RACK SCALE (2 PER BAY) UPSTREAM ELEVATION BULKHEAD TRASH RACK Jl

PLATE C 0 5 10 15 20 25 FT I H H I...... — I 1 4 .)

SIMULATED ELEV 2432

SCALE 0 5 10 15 20 25 FT 1 H l-l H-t-- 1 I- I ...3 SCALE 0 10 20 30 4 0 50 FT

NOTES i: 20 SCALE MODEL 1. INTAKE DETAILS SHOWN ON PLATE 3. 2. TRASH RACK AND BULKHEAD DETAILS SHOWN ON PLATE 5. DETAILS PLAN E BULKHEAD STRUCTURE

PLATE 6

LEV 2 4 6 2 .0 E NOTE 1 : 1 50 SCALE MODEL PENSTOCK INTAKE DETAILS SHOWN ON ON PLATE 3. SELECTIVE WITHDRAWAL SYSTEM SECTION SECTION B - B PLAN PLAN E BULKHEAD STRUCTURE 75 100 FT

50 100 FT SCALE

______O UPSTREAM ELEVATION BULKHEAD GATES AND TRASH RACKS REMOVED > i PLATE - PLATE 8 PLATE 9 "0 m > O H

ELEVATION IN FEET — M S L ELEVATION IN FEET - MS L R N 1 UN 3.-T UKED SUBMERGENCE BULKHEAD 133.7-FT 03F BLHA SUBMERGENCE BULKHEAD 30.3-FT U 2 RUN

ELEVATION IN FEET - M S L R N 1 UN 20F BLHA SUBMERGENCE BULKHEAD 82.0-FT NTAIID RESERVOIR UNSTRATIFIED VELOCITIES U 2 RUN " > m H O

ELEVATION IN FEET — M S L ELEVATION IN FEET — M S L .00 .05 1.0030 1.0025 1.0020 4 . A 6 SIMULATED TEMPERATURE TEMPERATURE SIMULATED SIMULATED TEMPERATURE TEMPERATURE SIMULATED

& r\c ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES 15 1 : / /

m EST 9/ c 9m/c DENSITY 14 l C ~ r £

T 1 T T 13

c c 20l 40i A T ~ 12

U 2 UFO TMEAUE 9.8°C TEMPERATURE OUTFLOW 2 RUN J F J 1F A U 1 UFO TMEAUE 8.7°C TEMPERATURE OUTFLOW 1 RUN 11 u, r A U T

10 /5- “T A

-* ■ -* T1 7 8 1 T I VA

4 A A OM ELEV 2075 V E L E M TO T O B E L E V 2350 V E L E INTERFACE RESERVOIR

2100 0. . 0.5 0.0 .5 -0 TY- FPS - Y IT C O L E V VELOCITIES

ELEVATION IN FEET - MSL 2 500 ¿¿A ¿ '¿ L V ELE 2350 7ZZZ V E L E ITNE RM UKED I FEET IN BULKHEADS FROM DISTANCE 0 7 3 2 Z Z Z OL LV , UKED LV .0 6 4 3 2 ELEV BULKHEAD 0, 7 3 2 ELEV POOL l INTERFACE PROFILE PROFILE INTERFACE . 7 7 7 7 X / / / Æ / / / / / / V US AD 2 AND 1 RUNS T O B ESTE, EOIIS AND VELOCITIES DENSITIES, OM E M TO NEFC PROFILES INTERFACE i V E L 0 A CONDITION MAY 30 >075 z æ z z z ? i Z Z Z

m ro > H

ELEVATION IN FEET - M S L ELEVATION IN FEET - M S L 7 6 5 4 3 2 1 0 8 4 87 9 10 11 12 13 14 15 16 17 £ T~ 1 & ¿2 SIMULATED TEMPERATURE TEMPERATURE SIMULATED S IMULATED TEMPERATURE TEMPERATURE IMULATED ¿2 "22 1 n UtNbl 1 1UtNbl Lb ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES N C ¡2: ¿2 170 T EST 9/c TY- S P F - Y IT C O L E V 9m/cc DENSITY EST 9/c TY- S P F - Y IT C O L E V 9m/cc DENSITY ¿2 ¿2 ie T I 4 ¿ ¿2 40 20 40 1 1 1 C F O F O 22 44 OF T 1 z 44 r L r T l T r T U 1 UFO TMEAUE 9.0°C TEMPERATURE OUTFLOW 1 RUN V 42 '/S 44 /s T U 2 UFO TMEAUE 9.2°C TEMPERATURE OUTFLOW 2 RUN 44 42 y "T 42 44 “T T 42 i t I Tl 44 r r p 24 44 T T" 42 44 r 2300 3 2294 ELEV OTM E 2075 LEV E BOTTOM OTM LV 2075 ELEV BOTTOM LV 2350 ELEV INTERFACE RESERVOIR BULKHEAD RESERVOIR ELEV 2350 ELEV INTERFACE

2200 2500 2100 2400 2100 2 s V 22 05 . 05 1.0 0.5 0.0 -0.5 2 'V 4L 2 44 >0 1 22 44 ■T 40 f 0 4 4 22 J/s 42 T 24 4 4 s v 44 242 ~ T " 1 1 1 ✓ li 44 / r \ 1 2 2 4 1 f J f 1 24 L*. / J 1 LLU^I 1 L.O IL 1 I ^ U L L V /cr i 24 / V 1 n 44 20 ■ 22 20 // { in f- 0 22 F O 2/ Tl 22 T L T v/s ¿2 22 VS ¿2 22 ¿2 22

'ZZZ l TZZ l E 2294.3 LEV E BULKHEAD

ELEVATION IN FEET - M S L ELEVATION IN FEET - M S L .05 .00 1.0025 1.0020 1.0015 .05 1.0020 1.0015 5 4 3 2 1 09 4 7 8 9 10 11 12 13 14 15 1— A A 5 4 3 2 1 O 87 4 7 8 9 IO 11 12 13 14 15 n _ A 2 ¿ SIMULATED TEMPERATURE TEMPERATURE SIMULATED 4L S n 1 IMULATED TEMPERATURE TEMPERATURE IMULATED I C I 2 ¿ >0 2 > CIS ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES 1" C U i ¿ ¿ .ie T A DENSITY DENSITY DENSITY DENSITY IT \ T" A / u C I T 1—~ 2 : 2 ir 7/ 1 c ‘1, ÎL - T C RUN 2 OUTFLOW TEMPERATURE TEMPERATURE OUTFLOW 2 RUN T“ RUN 1 OUTFLOW TEMPERATURE TEMPERATURE OUTFLOW 1 RUN A ■et 2t A 1 /cc c m/ 9 — ! 0 T- A /cc c m/ 9 y 0 EL 1 , A T 40 TV A TT ffifi y ? ? / u T / u * 2 TY-FPS P F - Y IT C O L E V t > Ç4{ T 'A y > 5S z/s 'A f y A y LV 2428.7 8 2 4 2 ELEV LV 2428.7 ELEV OTM LV 2075 ELEV BOTTOM ELEV 2350 ELEV INTERFACE RESERVOIR OTM LV 2075 ELEV BOTTOM RESERVOIR INTERFACE LV 2350 ELEV BULKHEAD BULKHEAD

2100 2100 A y ¿2 r A . I . 1 / iì r- 1 < T / t 1 y / A r — r T r y \ 1/ r 1 1 V / 11,9°C ; i2.0°C y / r ] \ y / J y A ~~ y 0 4 A F O EOIY— S P F — VELOCITY A L T . 1.0 0.5 ILS L I I I L U L . C V \ A /CT y /S A r 1 Ï A h \n y T J L A -4L 1X1 y / 7 u* —7 1 L -2L ir< A a 0 ! 0 y 'T A 0 2 '// TL 0 A u/ / t/s s Z, A T , M y !/â A V/ A 'A A

ELEVATION IN FEET - MSL OL LV 49 BLHA EE 2428.7 2459, ELEV BULKHEAD ELEV POOL I TRAE PROFILENTERFACE US AD 2 AND 1 RUNS ESTE, EOIIS AND VELOCITIES DENSITIES, PCA 3 MY CONDITION MAY 30 SPECIAL NEFC PROFILES INTERFACE

// !/S 22 T 22 BULKHEAD BULKHEAD 1 f 22 ELEV 2377.0 ELEV 2377.0 2 0 crc 22 Tl 22 __ ,n JL ["V r i J I)

1 n 1 ______a ÀA r A /tr 1 /tr , V I_ LUUI 1 1 L_0 LUUI1 1 I_ V \ 'Z Z / X Z Z Z s ___ ' s - — u / _ FT I/, 7 Z Z L ______1 0 0 7 r r à. A 4 1 \ 7 7 r Y. I- t _ N 3 0.0 0.0 0.5 1.0 1.5 2459 2459 _ TACE I ND 2 U 1 1 1 1 ______------a _ R r' _ A ___ 1 1 Al INTER ELEV ELEV ^

1 1 1 1 2100

NDARY 1 1 ------RUNS I I 1 1 1 | J 1 F V///X///AZ/Z TTOM ELEV 2075 _____ ------7 r " \ BO SECC ------Y// 'NTER FA 'NTER INTERFACE PROFILE ------SPECIAL 30 MAY CONDITION ______r JL, BOTTOM ELEV 2075 ___ 7 7 7 / 'MARY DISTANCE FROM BULKHEADS IN FEET PR 22 1 l/S 2 2 POOL ELEV 2459, BULKHEAD ELEV 2377.0 2350 7 Z Z Z . 350 2390 '45, T ------2 2 i. ~ 400 300 200 100 . r r j "T 01 V V i 2 2 OUTFLOW TEMPERATURE 11.6°C

1 ------a ------ELEV ELEV 2 / 2L r J ELEV E 7 Z Z L rL£ A i 2 2 22 DENSITIES, VELOCITIES, AND INTERFACE PROFILES RUN / s : c 2 2 L h v r r r A 1 F Cl" A DENSITY 9m/cc VELOCITY— FPS 1 00 'Mi A 1 DEGREES CENTIGRADE n c A SIMULATED TEMPERATURE A 16 16 15 14 13 12 11 10 9 87 4 T kk 2k A k2 7/ 2: V/ 22

20 1 22 ITI ■ T Tl 22 40) 22 ICI 0 22 »Cl \ f> f f <— 22 40 LC 22 V LC i I 'E 22 \, VEI 222 — ELOCITY — FPS A V VELOCITY — FPS 22 222 A A ¡1 \ \ i \ L A \ A t 1 / \ \ \ L A 1 -1 A \ / A ¿2 A A A - 2100 2100

RESERVOIR INTERFACE RESERVOIR INTERFACE ELEV 2390 \ELEV 2350 BULKHEAD BULKHEAD BOTTOM ELEV 2075 BOTTOM ELEV 2075 ELEV 2377.0 ELEV 2377.0 A A 9 'S 9 A T" A u, '4L ?4t 22 TT - A FT —r ' Y, V A “T EE ,1. T ( 22 ELE L 2 2 2 IT -E00 T —>■ A RUN 3 OUTFLOW TEMPERATURE ll.TC V. 2 2 2 T / s s~ A L s u / T ES A IES 2 2 2 RUN 1 OUTFLOW T EM PER A TU R E 11.1°C FT =T rii 2 2 1 it is - * e e ¿22 10 10 A D E N SIT Y 9 m/cc DENSITY 9m/cc u. 1 4 2) Ml A T MCI' 22 DEGREES CENTIGRADE DEGREES CENTIGRADE FT nc 2k IMULATED TEMPERATURE DE A 15 15 14 13 12 11 10 9 87 4 16 16 15 14 13 12 11 10 9 8 7 4 S SIMULATED TEMPERATURE 00 A 2k 4 ___ 7“ 2k T" 17 2k .0015 1.0020 1.0025 0.0 1.0015 1.0020 1.0025

PLATE 14 01 m r " > H 0

ELEVATION IN FEET - M S L ELEVATION IN FEET - M S L SIMULATED TEMPERATURE TEMPERATURE SIMULATED SIMULATED TEMPERATURE TEMPERATURE SIMULATED ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES EST 9mcc c m/c 9 DENSITY EST 9/ EOIY FPS — VELOCITY c 9m/c DENSITY U 1 UFO TMEAUE 10.3°C TEMPERATURE OUTFLOW 1 RUN U 2 UFO TMEAUE 9.5°C TEMPERATURE OUTFLOW 2 RUN EL T— F S FP ITY— C LO VE

ELEVATION IN FEET — MSL 25 00 V//A ELEV 0 30 0 iO 0 iOO 200 300 400 2350 7ZZZ ITNE RM UKED I FEET IN BULKHEADS FROM DISTANCE Z 7 V OL LV , UKED LV .3 5 2 3 2 ELEV BULKHEAD 9, 5 4 2 ELEV POOL INTERFACE PROFILE PROFILE INTERFACE V//////Æ//7Z/77?. OTM LtV 2075 V EL t BOTTOM ESTE, EOIIS AND VELOCITIES DENSITIES, US AD 2 AND 1 RUNS SPECIAL 30 MAY CONDITION CONDITION MAY 30 SPECIAL NEFC PROFILES INTERFACE EV LE E 2459 7ZZL 7ZZ.

2 2

2 2 2 BULKHEAD 2 2 ELEV 2428.7 2 5 - uv J/S A — — f I 2 -T T 7 Z Z i - y — A >0 0 1 2L 40 2 VC.LULI 1 m o 2 2 ------2

2 4 5 9 {¿¿A 4 2 A 1 / \ 2 + / y ELEV 2 I *075 2 L E V l 210 0 2 2 0 0 2 3 0 0 V///X//// j TOM E 28 28 AUG CONDITION Y// 9 4 0 0 v

W- BOT RUNS RUNS 1, 2, AND 3 — Y// — ^ INTERFACE INTERFACE PROFILE IhlTCDCAf'C /rw t cnrAOLt /rw RESERVOIR BULKHEAD BOTTOM ELEV 2075 \E LE V 2400 ELEV 2428.7 v z z . ^ DISTANCE FROM BULKHEADS IN FEET ¿ 2

POOL POOL ELEV 2459, ELEV BULKHEAD 2428.7 2400 z z z z 1 1 1 i 11 11 10 2 / r - 400 300 200 100 V *1 K- ■v. > 2 L2 L2 : ELEV 7ZZ1 ------1 --- 2 U 45, U/Ì 2 2. RUN RUN 2 OUTFLOW TEMPERATURE 16.4°C 2 1 00 FT ’ ’ T 2 DENSITIES, VELOCITIES, AND INTERFACE PROFILES / ,E\ 00 □ 0 15 15 14 13 2 E 4C r— V/ 1 it k 2 DENSITY 9m/cc VELOCITY— FPS 16 7 2 DEGREES DEGREES CENTIGRADE UCINOI 1 ICO 2 SIMULATED TEMPERATURE 8 1 2 1 2 A 2 A s 2 uv A 2 A FT 2 A to 2 -4 L A V.. 2 A AS ? 2 T l -V A u / A V / i F A ? ? 7 / T ■T /

'A 20< 0 A 0 1 2C A ■4C 2 V LLU LI I ICO V LU JLI 1 ILO 2 2 VELOCITY— PS F VELOCITY— FPS 2 2 -A 2 = r 2 2 /) 2 > y S' 2 ( i / \ 1 2 1 i v / i L 2 ¡1 / / \ v t T 2 2 2 2 2

BULKHEAD RESERVOIR interface \ELEV2400 BOTTOM ELEV 2075 v v BOTTOM ELEV 2075 ELEV 2428.7 \E L E V 2400

1 1. T T' + ’ T t 2 rr 2 1

2 2 1 1 1 1

»s. 2 1 ^1 T 2 \ r 2 1 UA 2 45i 'S- t59 y 2 ’ 2 2‘ u, ■T 'S- 2 2 9 m / CC RUN RUN 1 OUTFLOW TEMPERATURE 17.8°C U FT 1 0 VS EV 2 IC O EV ‘ ‘ 1 1 1 2 RUN RUN 3 OUTFLOW TEMPERATURE 17.4°C 7 1

1 1 2C EL F EL -, 2 2 200 FT L 1.0030 2 ~ T 16 16 15 14 13 12 11 10 9 A00 A toe s ' L. DENSITY 9m/c c DENSITY \ UC.INOI 1 IC.O n UC.INOI T J i "T ¿ 2 2 DEGREES DEGREES CENTIGRADE DEGREES DEGREES CENTIGRADE \ \ L 2 IMULATED TEMPERATURE A 19 19 18 17 16 15 14 13 12 11 S SIMULATED TEMPERATURE T \T 2 A 2 A

PLATE 16 > H

ELEVATION IN FEET - M S L ELEVATION IN FEET - M S L 1.0020 9 8 7 6 5 4 3 2 1 IO 11 12 13 14 15 16 17 18 19 A A T

'A 2 2 IUAE TEMPERATURE SIMULATED S MLTD TEMPERATURE IMULATED A \ A 1 ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES CI 1 IC.O 1 o UC.IN A T 4L A \ U EST 9/c TY- FPS P F - Y IT C O L E V 9m/cc DENSITY EST 9/c TY- FPS FP - Y IT C O L E V 9m/cc DENSITY 1.0025 2 ¿ A r f - 7 l V. LINO 1 ICIO 1LINO J 1 A •20 4L ■ T 1 0 A, -41 0 EV 2C Ei A 0 0 )0 vj .EV 1 1 1 T ■ T L 2 ! A FT T 45. T ■ ’ A UA u/ U 2 UFO TMEAUE 14.2°C TEMPERATURE OUTFLOW 2 RUN U 1 UFO TMEAUE 15.3°C TEMPERATURE OUTFLOW 1 RUN 2 A, 5 U/l 45. ”T 1 2 U/ A 5 } A A

1 A A

1 A T A 22 1 OTOM ELEV 2075 7 0 2 V E L E M TTO BO ELEV 2400 ELEV INTERFACE RESERVOIR BULKHEAD J 2 0 7 7 23 V E L E LV 4 0 240 ELEV RESERVOIR INTERFACE 0 5 207 V E L E BOTTOM

2100 2400

2300 2500 2200 2100

’// A // A A A A A A A A A A A h \ / ¿2 1 X i V 22 \ / t 4C 4 V 00 y ! 1 0 \ 22 / / 1 / / / J A / ■T z l F :22 r V/ ‘ ■ =7 UA / A / n u I ICIO i l t U L L V V L L U ^ I 1 I ICO ^ U L L V y r. VS- 7^ 22 - A y 22 -2C y 20C Jj >0 A V A FT 22 F L T A A u/ \ /s s A a A A V E L E 0 0 4 7ZZZ 0 0 4 2

ITNE RM UK AS N EET E FE IN EADS BULKH FROM DISTANCE 7ZZZ2. OL LV 49 BLHA EE 2377.0 ELEV BULKHEAD 2459, ELEV POOL 300 INTERFACE PROFILE PROFILE INTERFACE . ? 7 7 7 X / / / y / / / / / / / V

ESTE, EOIIS AND VELOCITIES DENSITIES, OT BO US AD 2 AND 1 RUNS O £ TOM NEFC PROFILES INTERFACE 200 Í V L E

8 U CONDITION AUG 28 >075 V E L E 0 0 1 9 5 4 2 L ¿ ¿ ¿ 7ZZZ Z Z Y l E L E V 2377.0 V E L E BULKHEAD

ELEVATION IN FEET — M S L ELEVATION IN FEET — M S L .00 1.0025 1.0020 2 i 2 \ \ \ 2 V nr 2 s 8 7 6 5 4 3 2 1 O 9 IO 11 12 13 14 15 16 17 18 IUAE TEMPERATURE SIMULATED S 1 / Y MLTD TEMPERATURE IMULATED 2 D ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES -Nl1 LS' t-INol S 1 IL / / 2 T T tLlNÖ 2C 1 EST 9/ TY- PS FP - Y IT C O L E V c 9m/c DENSITY EST 9/ EOIY F S FP VELOCITY— c 9m/c DENSITY k I 0 , A 2 T IT 2C EL 4t 7 T / u 2 IE: 10 T EV 0 1 2 2 S 7 FT CT U 2 UFO TMEAUE 10.6°C TEMPERATURE OUTFLOW 2 RUN 2 ' 2 U 1 UFO TMEAUE 10.7°C TEMPERATURE OUTFLOW 1 RUN / / 5Í Í5 EL / u U/ 2 7 EV 00 5- T i y 2 4 s 's T F7 i 2 ' 2 y —4 t5S T U/ 1 T ’S y t y “T

2 y T1 T LV 2325.3 ELEV LV 2325.3 ELEV OTM LV 2075 ELEV BOTTOM OTM LV 2075 ELEV BOTTOM ELEV 2400 ELEV INTERFACE RESERVOIR RESERVOIR ELEV 2400 ELEV INTERFACE BULKHEAD BULKHEAD

£100

2300 2200 2100 2500i 2100 2 2 2 2 2 2 2 A 2 A 2 A 40 4 FT 0 2 A tf 00 r A 4 j 2 A s t / 1 * F7 / A J / A / 2 u, A / i— r A > Vf 'S- y VC.l_UVyl 1 IC.O 4 : A s ^s A A y 1 l / /

yjy. A A ‘ f t u — i 2 :n 2t -2 / 7 i \ \ __ ! \ V riE / 7 10 2 - / 7 FT :s 00 7/ 7/ F7 U/ 2 s A U/S 2 A 2500 ELEV 7ZZZ. 2400 ITNE RM UKED I FEET IN BULKHEADS FROM DISTANCE TZZZ OL LV BLHA EE 2325.3 5 2 3 2 ELEV BULKHEAD , 9 5 4 2 ELEV POOL l INTERFACE PROFILE PROFILE INTERFACE . ? 7 7 7 X / / / Æ / / / / / / V ESTE, EOIIS AND VELOCITIES DENSITIES, OTM E BOTTOM US AD 2 AND 1 RUNS INTER, NEFC PROFILES INTERFACE E t LEV AE P TACE 8 U CONDITION AUG 28 075 7 ’0 0FL ' 70 FILE ELEV 7/ , 77 /7 2459 7 7777, XN 2 1XIN6 ONE 7ZZL LV .3 5 2 3 2 ELEV BULKHEAD

ELEVATION IN FEET — M S L ELEVATION IN FEET — M S L 2k T 2k 4 2k 70 2k T 16 IUAE TEMPERATURE SIMULATED S

MLTD TEMPERATURE IMULATED T" / 2 22 FT Clil 1 IC.O UC.l'iOl ERE CENTIGRADE DEGREES D ERE CENTIGRADE DEGREES 15 A ¿ 2 ¿ Eh , u 2C 1

1 EST 9/ EO T— FPS ITY— VELOC c 9m/c DENSITY EST 9/ EOIY FPS VELOCITY— c 9m/c DENSITY JS 'S- V 2: 2 ¿ o T 14

'ft 22 £ IT EL Ei 13 £V — T" £ 22 IE

/ u E\> r 12 2 ¿ S- -n 22 20 ' S ‘ 2

RUN 2 OUTFLOW TEMPERATURE TEMPERATURE OUTFLOW 2 RUN 11 ( ( 1 7 TEMPERATURE OUTFLOW 1 RUN 22 T -40C 2 2 ¿ 459 1 1 5S

10 * J - 22 ± T r i > 2 2 2 r i -

1 FT 22 / u 1 s 22 22 u. 1 / 22 22 ;

2 22 LV 28.7 4 2 ELEV LV 2428.7 ELEV OTM LV 075‘ 5 7 20 ELEV BOTTOM ELEV 2380 ELEV OTM LV 2075 ELEV BOTTOM RESERVOIR INTERFACE ELEV 2380 ELEV INTERFACE RESERVOIR BULKHEAD BULKHEAD

2300 2500, 2200 0 0 * Z 2100 2100

& : 2 r n A ¿ / 2 < J f — 2 22 ' / r l ^ — 22 22 2 13.8°C 70 22 22 13.6°C 2 70 FT 22 22 22 FT 22 S- /S U I U U L L V u v 22 22 40 u .i s- /s 1 1 LUUI f 7 22 22 T 22 2222 r ~ j 11 IC.O !/S 22 ■J 22 22 E< 5 2k 22 4 - y p \ 00 / / 7 22 “S / / 7 22 k2 FT ) '¿L == u, 'S 2k / / ¿2 ¿2

ELEVATION IN FEET - MSL OL LV 49 BLHA EE 2428.7 ELEV BULKHEAD 2459, ELEV POOL IN EFC PROFILE TERFACE ESTE, EOIIS AND VELOCITIES DENSITIES, US AD 2 AND 1 RUNS NEFC PROFILES INTERFACE 7 E CONDITION SEP 27

ELEVATION IN FEET — M S L ELEVATION IN FEET — NI S L SIMULATED TEMPERATURE TEMPERATURE SIMULATED S IMULATED TEMPERATURE TEMPERATURE IMULATED ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES U 2 UFO TMEAUE 13.4°C TEMPERATURE OUTFLOW 2 RUN OL LV BLHA EE 2377.0 7 7 3 2 ELEV BULKHEAD , 9 5 4 2 ELEV POOL INTERFACE PROFILE PROFILE INTERFACE ESTE, EOIIS AND VELOCITIES DENSITIES, US AD 2 AND 1 RUNS NEFC PROFILES INTERFACE 7 E CONDITION SEP 27

m ro > “ U

ELEVATION IN FEET - M S L ELEVATION IN FÉET - M S L 2200 2500 2300 24Ò0 2100 1.0015 5 £

£ 15 IUAE TEMPERATURE SIMULATED IUAE TEMPERATURE SIMULATED NOI I O IC 1 I O IN C U 1 4 > 00 V a ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES 1 1 4 2 I F EST 9/ c 9m/c DENSITY 1.0020 13 ■ 1“ 2 a L Ù 'S- 12 « 1

ë 2 it i 2 \ V 10 45: i - y 2 9 1 U 2 UFO TMEAUE 9.6°C TEMPERATURE OUTFLOW 2 RUN U 1 UFO TMEAUE 9.6°C TEMPERATURE OUTFLOW 1 RUN 1.0025 87 2 r r > '00 2 n

’ 2 u. 'S 2

2 ELEV 2325.3 2325.3 ELEV RESERVOIR INTERFACE ELEV 2380 ELEV OTM LV 2075 ELEV BOTTOM BULKHEAD

UJ UJ 1- o _J > «a z Z 2300 U. UJ UJ V- 2 _| *

2500 2200 2400 2100

z y 40 FT 7 t ? 7 / < 0.0 t 2 / Is - t / N

2 / u > / 2 2 v i 7 f f J 2 2 V \> EOIY FPS — VELOCITY n 0.5 1 CO 1 IC I U J V L C V 2 i -

<00 2 2 F 2 ' L s v 2 1.0 2

2 w E E 1.5 2

ELEVATION IN FEET - M S L 2500 '¿¿/A ELEV 7ZZZ 2380 ITNE RM UKED I FEET IN BULKHEADS FROM DISTANCE VZZÂ OL LV , UKED LV .3 5 2 3 2 ELEV BULKHEAD 9, 5 4 2 ELEV POOL NEFC PROFILE INTERFACE ///Y// . 7 7 7 7 ///X ///////Y Y ESTE, EOIIS AND VELOCITIES DENSITIES, BOT US AD 2 AND 1 RUNS O E TOM NEFC PROFILES INTERFACE E i LEV ELEV 7 E CONDITION SEP 27 *075 2459 7ZZZ

Z W l YYY/

m > r ro ro H “0

ELEVATION IN FEET — M S L ELEVATION IN FEET — M S L .05 .00 1.0035 1.0030 1.0025 IUAE TEMPERATURE SIMULATED S MLTD TEMPERATURE IMULATED ERE CENTIGRADE DEGREES DENSITIES ERE CENTIGRADE DEGREES EST 9/ EOCIY FPS ITY— C VELO c 9m/c DENSITY Ï ? T F ÏÏT ai U 1 UFO TMEAUE 12.6°C TEMPERATURE OUTFLOW 1 RUN

OTM 2075 V E L E BOTTOM ELEV 2330 ELEV INTERFACE RESERVOIR

2100 ¿A '¿ 0 4 L ¿ 1 0 A ¿ T A ¿ \ j A 2 ¿ A 0 2 t ( \ \ 1 1 ? 1 A ( i y A i T 1 IC.O 1 I T U L L E V A S / A 'A 2 ¿ ¿ 3 J ■i j 2 2 2 / \ a ; 22 2 2 22 OL LV UKED LV 428.7 2 24 ELEV BULKHEAD , 9 5 4 2 ELEV POOL NEFC PROFILE INTERFACE ESTE, EOIIS AND VELOCITIES DENSITIES, US AD 2 AND 1 RUNS NEFC PROFILES INTERFACE 7 C CONDITION OCT 17

m > H r i o o

ELEVATION IN FEET - M S L ELEVATION IN FEET - M S L .05 .00 1.0035 1.0030 1.0025 . . 1.0035 0 3 0 i.0 5 2 0 1.0 Z 40( T Z 1 At 6 5 4 3 2 1 0 87 4 7 8 9 10 11 12 13 14 15 16 > /=•; Z 2 ¿ 0 IUAE TEMPERATURE SIMULATED IUAE TEMPERATURE SIMULATED LO 1ULNOI ILO ILO L I 1 I O N I L U - T z " 2 ¿ ■r T ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES , u z T Z 's- l/S T “ EST 9/ c 9m/c DENSITY c 9m/c DENSITY 2 z zl Z 4 \ 1 \ \ ir— r z z 1 T z T r z ■2t T F 0 T z z EL L E 0 1 U 2 UFO TMEAUE 12.2°C TEMPERATURE OUTFLOW 2 RUN U 1 UFO TMEAUE 12.1°C TEMPERATURE OUTFLOW 1 RUN z !V T cr ~ r i h r i/5 z / u 24 n - f I 2 » 5£ z - z z

z z FV 23770 V IF F ELEV 2330 ELEV INTERFACE BULKHEAD RESERVOIR INTERFACE OTM LV 5 7 0 2 ELEV BOTTOM RESERVOIR LV 2330 ELEV OTM LV 2075 ELEV BOTTOM

0 0 4 2

2300 2500 2200 2100 2100 z z z z z z z z t 0 £ z z 1 ^ z z VELOCITY — F PS F — VELOCITY VELOCITY — F PS F — VELOCITY T 1 z S Z ' 1 J z //s I 1 4 > ? 0 Z ¿ z ! 0 3- 4 z r 1 r T - z ILb. b IL I U U L L V 1 ILO I U U L L V >/s z / V i / z > 7 -'S ? 2 / Z 2 20*. / V ■ F 1 Z Z Z L T / 7 z Z /s

ELEVATION IN FEET — MSL 7 ELEV ZZZ 7 2330 ZZZ. ITNE RM UKED I FEET IN BULKHEADS FROM DISTANCE VZZ. OL LV BLHA EE 2377.0 7 7 3 2 ELEV BULKHEAD , 9 5 4 2 ELEV POOL NEFC PROFILE INTERFACE / y?JPz P J ? /y //A y ELEV ESTE, EOIIS AND VELOCITIES DENSITIES, US AD 2 AND 1 RUNS OTM LV l ELEV BOTTOM 2459 NEFC PROFILES INTERFACE 7 C CONDITION OCT 17 7 z 7 75 07 ZZL 7

ZZL 7 7 '7 / TZZ l

5 m r o

ELEVATION IN FEET - M S L ELEVATION IN vFEET - M S L A A IUAE TEMPERATURE SIMULATED 1 1 I LO O N U U IUAE TEMPERATURE SIMULATED A ERE CENTIGRADE DEGREES ERE CENTIGRADE DEGREES A V EST 9/ EOCIY FPS ITY— C VELO c 9m/c DENSITY £ 1 A "7 2 A EL U 1 UFO TMEAUE 3°C .3 H TEMPERATURE OUTFLOW 1 RUN A 0 SS T / A 20 n T 2 A , ) f/S 15S T A T A 'VS

A ' LV 2325.3 ELEV OTM LV 2075 ELEV BOTTOM BULKHEAD ELEV 2330 ELEV INTERFACE RESERVOIR

2300 2100 2200 2400 2500' V/ A A A 20* A F ) A i T A i t/S 401 (i A 7~ i » / - V a r 7 l T j 'A f J/ T Zs — 1 A Ito - o t 1 I I U U L t V A A T A A T A A A

ELEVATION IN FEET — MSL 25 00 7ZZL ELEV 4( >0 2330 ITNE RM UKED I F ET FE IN BULKHEADS FROM DISTANCE 2 ^ OL LV BLHA EE 2325.3 5 2 3 2 ELEV BULKHEAD , 9 5 4 2 ELEV POOL 3C NEFC PROFILE INTERFACE 0 200 >0 U Æ W Z lF , FV Fl ESTE, EOIIS AND VELOCITIES DENSITIES, US AD 2 AND 1 RUNS ’459 NEFC PROFILES INTERFACE 7 C CONDITION OCT 17 075 7 ’0 ’m , )0 7ZZZ

l Z Z 7

A -<-j B-<-|

UPSTREAM ELEVATION

SECTION A-A SECTION B-B RELIEF PANEL AND FRAME

PLATE 25 RELIEF PANEL INSTRUMENTATION COMPRESSION FORCE LINK TYPES): (TWO i.SR -4 GAGES STRAIN ON ALUMINUM TUBE (SHOWN). 2. SR -42. GAGES STRAIN ON STAINLESS STEEL RING. *

PLATE 26 PLATE 27 RELIEF PANEL DISCHARGE CURVES \ / v( 350 400 yjr A A o Y j 1 0 > < $ 0 0 f i DISCHARGE DISCHARGE IN CFS / >r Cl y i r f 0 oO? C" < / °0 50 100 150 200 250 300 14 J : % UJ U < UJ z £ -J O < h - z UJ u j u. o q <

PLATE 28