Public Utility District No. 1 of Chelan County Gas Abatement Techinques at Rocky Reach Hydroelectric Project Final Report August 2003 TABLE OF CONTENTS

SECTION 1. INTRODUCTION ...... 1 1.1 Authorization ...... 1 1.2 Purpose ...... 1 1.3 Background...... 1 1.3.1 Project Description ...... 1 1.3.2 Project Operations...... 2 1.3.3 Fish Spill...... 2 1.3.4 TDG Instream Requirements ...... 2 1.3.5 Basis of Study...... 2

SECTION 2. APPROACH...... 3 2.1 Scope ...... 3 2.2 Interviews ...... 3 2.3 Literature Review ...... 3

SECTION 3. ANALYSIS...... 5 3.1 Comparison with Other Projects...... 5 3.1.1 Similarities...... 5 3.1.2 Spillway and Stilling Basin Differences ...... 5 3.1.3 Powerhouse-Spillway Interaction ...... 5 3.2 Possible Solutions...... 6 3.2.1 Operational Alternatives...... 6 A. Alternative O1 Maximize Powerhouse Flows...... 6 B. Alternative O2 Spill from Gates 2 through 12 ...... 7 3.2.2 Structural Alternatives ...... 8 A. Alternative S1 Spillway Deflectors...... 8 B. Alternative S2 Submerged Outlets...... 8 C. Alternative S3 Submerged Outlets with Deflectors ...... 8 D. Alternative S4 Baffled Spillway ...... 9 E. Alternative S5 Side Channel Spillway...... 9 F. Alternative S6 Side Channel Stepped Spillway ...... 9 G. Alternative S7 Additional Spill Bays...... 10 H. Alternative S8 Raised Stilling Basin...... 10 I. Alternative S9 Raised Stilling Basin with Deflectors ...... 10 J. Alternative S10 Raised Tailrace ...... 10 K. Alternative S11 Raised Tailrace with Deflectors...... 11 L. Alternative S12 New Spillway Gates...... 11 M. Alternative S13 Convert Turbines to Sluices...... 11 N. Alternative S14 Hydrocombine Powerhouse ...... 11 O. Alternative S15 V-Shaped Spillway ...... 12 P. Alternative S16 Additional Powerhouse...... 12 Q. Alternative S17 Divider Wall between Powerhouse and Spillway...... 12 R. Alternative S18 Remove Nappe Deflectors ...... 13 3.3 Alternative Evaluation...... 13 3.3.1 Evaluation Criteria...... 13

SECTION 4. CONCLUSIONS ...... 15 TABLES FIGURES APPENDIX A Interview Logs APPENDIX B Bibliography

i LIST OF TABLES

Table 1 Dam Characteristics Table 2 Dam Characteristics Normalized to Tailwater Channel Elevation Table 3 Calculated TDG for Evenly Spread Spill Table 4 Summary for Events 23 and 29 Table 5 Evaluation Summary, Gas Abatement Alternatives at Rocky Reach Dam LIST OF FIGURES

Figure 1, Rocky Reach Dam Project. Figure 2, Spillway Bays 9 and 10, Gates and Nappe Deflectors Figure 3 Pan View, Spillway and Stilling Basin Figure 4 Columbia River at Rocky Reach Flow Duration Curve Figure 5 Standard Spill Pattern for Total Spill Discharges Ranging from 14.8 to 57.7 cfs Figure 6 Fish Spill Flow Duration Curves Figure 7 The John Day Project Figure 8 Spill Distribution for Events 23 and 29 Figure 9 Alternatives S1 Deflectors, S2 Submerged Outlet, S3 Deflectors with Submerged Outlet SECTION 1. INTRODUCTION

1.1 Authorization MWH was retained by Public Utility District No. 1 of Chelan County (Chelan PUD) to investigate alternatives for total dissolved gas (TDG) abatement at Rocky Reach Dam spillway. The work for this study was carried out under contract PSA No. 03-014, Gas Abatement Techniques at Rocky Reach Hydroelectric Project to address requirements for total dissolved gas (TDG) in the Columbia River below Rocky Reach Dam.

1.2 Purpose The purpose of this study is to develop an up-to-date bibliography on TDG abatement techniques, from existing information identify all possible gas abatement alternatives, and evaluate the most probable solutions to reduce TDG supersaturation levels downstream of Rocky Reach Dam. These alternatives are to help Chelan PUD meet State and Federal TDG standards below Rocky Reach Dam, especially during the high flow season.

1.3 Background

1.3.1 Project Description The powerhouse and spillway at Rocky Reach Dam are constructed at about a right angle to each other. The powerhouse is 1,090 feet long and contains 11 adjustable-blade Kaplan turbines with a rated output of 1,213 MW and total flow of 220,000 cfs. The powerhouse is oriented north-south parallel to the flow in the river. The units are numbered from 1 to 11 from the south to the north. See Figure 1. The spillway is located at the upstream end of the powerhouse and runs east west. It has 12 spillway bays 50-feet wide with radial gates 56-feet high. The spillway bays are numbered 1 through 12 from west to east. The spillway crest is at elevation 650.0 msl. Spillways 2 through 12 have two nappe deflectors beginning at elevation 645 and extending approximately 47 feet downstream. Spillway Bay 1 does not have nappe deflectors and is seldom used. See Figures 2 and 3. The nappe deflectors are designed to cause plunging flow to dissipate energy. They serve a different purpose than the spillway deflectors installed on Corps of Engineers’ dams on the Snake and Columbia Rivers. Spillway deflectors are placed at the bottom of the spillway to direct the flow horizontally along the water surface in the stilling basin to reduce TDG entrainment. The stilling basin is about 740 feet long and is divided by a wall between Bays 1 and 2 and a fish ladder entrance between Bays 8 and 9. The stilling basin contains baffle blocks about 70 feet downstream of the nappe deflectors in Bays 2 through 12. The location and height of the baffle blocks vary from bay to bay. The basin invert elevations vary from 582 to 590 feet msl. See Figure 3. A notched end sill is located at the downstream end of the stilling basin 150 feet downstream of the nappe deflectors. The notched portions of the end sill are six-feet wide with a top elevation of 607, and the raised sections between the notches are 14-feet wide and have a top elevation of 615. The channel bottom 300 feet downstream of the stilling basin ranges in elevation from 580 to 590 except for a hole down to elevation 572 located downstream of spill bay 8. A shallow area extending out from the east bank encroaches into the channel downstream of Spillway 12. See Figure 3.

1 1.3.2 Project Operations Most of the river flow passes through the turbines. However, fish spill is required during the months of April through mid-August. Figure 4 is a flow duration curve for the Columbia River At Rocky Reach, Gage No. 12453700. During fish spill periods a set sequence of spillway gate operations, called Standard Spill Pattern, involves opening gates in the following sequence as the spill requirement increases: 4, 6, 8, 2, 7, 5, 3. The gates on each spillway have different openings and, therefore, the spillways have different flows. See Figure 5 for flows at each spillway over a range of total spillway flows for standard spill pattern operations. It is desirable to operate the powerhouse as much as possible. This increases revenue and reduces spill. In past years fish passage requirements dictated fish spill operations. With the new juvenile fish bypass system starting operations in April 2003, it is unclear if fish spill will be required or will be reduced. The powerhouse flows discharge directly into the spill flow as it passes out of the stilling basin. This causes mixing of the two flows, and thus, could result in an increase in overall TDG levels of the total discharge.

1.3.3 Fish Spill Presently, from about April 1 through August 15, spill equaling 15% of the river flow is required. In addition, for passage of juvenile sockeye 25% of the river flow must be spilled for up to a 21-day period during the peak sockeye migration. A flow duration curve of 15% and 25% of river flow for the fish spill period is shown on Figure 6. Power generation requirements might mean that the instantaneous spill could be larger than the above percentages, although the average for the day would meet the above requirements. Future fish spill requirements may change based on the measured effectiveness of the juvenile fish bypass system.

1.3.4 TDG Instream Requirements The Washington State Department of Ecology has established a water quality criterion for total dissolved gas saturation of 110%. This standard is to be met for all river flows up to the seven-day average, ten-year high flow (7Q10), which is about 250,000 cfs. For fish passage benefits this standard has been modified to an upper limit of 120% of saturation in project tailraces (the average of the twelve highest hours in a day) and 115% in forbays of downstream dams from April 1 through August 31.

1.3.5 Basis of Study The U.S. Army Corps of Engineers (Corps) in the Portland and Walla Walla Districts carried out an extensive Dissolved Gas Abatement Study (DGAS) for the Columbia River Fish Mitigation Program during the late 1990s. The two phases of the Corps’ DGAS study consisted of dissolved gas data, investigation, analysis, and evaluation of many alternative concepts to reduce TDG supersaturation at the eight Corps’ dams on the lower Snake and Columbia Rivers. The Corps has gathered most of the relevant data and developed an extensive bibliography on this subject matter, especially as it relates to dams on the Columbia River.

2 SECTION 2. APPROACH

2.1 Scope Several steps were performed to accomplish the objectives of this study. First, relevant data, information on the TDG measurements, drawings of the Dam, and reports were obtained from Chelan PUD. Second, interviews with key researchers in this field were held. These included researchers at the Corps’ District offices in Portland and Walla Walla and Dr. John Colt with National Marine Fisheries Service (NMFS). Third, a bibliography was assembled based on references obtained from interviews and the Corps’ DGAS report. A literature review was performed at the University of Washington libraries to obtain supplemental relevant literature, especially references dated after the Corps’ Phase II DGAS was published. Fourth, references were reviewed to assess the applicability of previously studied solutions to the Rocky Reach Dam TDG issues. Since the Corps of Engineers performed an extensive study of dissolved gas issues and possible solutions for their eight dams on the lower Snake and Columbia Rivers, this study uses the corps’ work as a basis. The following presents the details of the steps taken to accomplish this study’s objectives.

2.2 Interviews Interviews were conducted with the principal investigators of the Corps DGAS and with another expert in the field of dissolved gas. The interview reports are contained in Appendix A. These interviewees included the following: • Rick Emmert, Corps of Engineers, a principal investigator of the DGAS work. Telephone interview. • Dr. John Colt, National Marine Fisheries Service, a well-known investigator and author in dissolved gas and its effects on fish. Telephone interview. • Rock Peters, Corps of Engineers, a principal investigator of the DGAS work. Personal interview.

2.3 Literature Review The Corps has performed both Phase I & II of the Dissolved Gas Abatement Study (DGAS) for the Columbia River Fish Mitigation Program. The references in the reports for these two studies were compiled from extensive literature research. These references formed the basis for the bibliography in this report, and most were dated 1998 and earlier. Many of the references were reports of studies performed in direct support of the Corps’ DGAS. In interviews with several key researchers from the Corps, NMFS, and others, a number of references have been obtained and incorporated into the bibliography. Dr. John Colt, NMFS, has provided us with references about the biological stress or response of fish in gas supersaturation circumstances. The Corps of Engineers in the Northwest Division commissioned several studies performed by MWH and others. These studies investigated particular dissolved gas mitigation alternatives and fish passage projects relevant to TDG abatement. These studies include: Surface Bypass Alternatives at Bonneville, The Dalles and John Day Spillways Final Report, Surface Bypass Alternative Study at John Day Powerhouse, John Day Lock and Dam Surface Bypass Spillway Design, and John Day Lock and Dam Removable Spillway Weir Design.

3 In addition, a literature search was performed at the University of Washington (UW) Libraries. By searching through the main catalog and journal databases using key words such as dissolved gas supersaturation, spillway, gas bubble disease, etc., a few additional journal articles titles have been obtained to add to the existing list of references. These journal articles mostly summarized research studies conducted in 1998 or later. Appendix B consists of a bibliography of references combined from the sources described above. They are comprised of reports and papers on dissolved gas in general and dissolved gas mitigation techniques. A few of the references address the effects of gas supersaturation on fish and other organisms. Many studies were performed at the dams on the lower Snake and Columbia Rivers in support of the Corps of Engineer’s Dissolved Gas Abatement Study. Internal Corps reports documenting these studies are listed separately in the bibliography according to the name of the project where the study was performed.

4 SECTION 3. ANALYSIS

3.1 Comparison with Other Projects

3.1.1 Similarities By far the best source of TDG data and references was associated with the Corps of Engineers projects on the Columbia River. The literature was reviewed to ascertain the extent of analysis performed and amount of TDG data gathered at other dams. The characteristics of these dams were compared to those of Rocky Reach. The elevation characteristics that relate to gas entrainment of the eight Corps dams on the Lower Snake and Columbia Rivers and Rocky Reach Dam are given on Table 1. To better compare the Corps dams to Rocky Reach all projects were normalized to the tailwater elevation in Table 2. The four characteristics that affect TDG entrainment are Spillway Crest Elevation, Stilling Basin Elevation, Minimum Operating Pool, and Normal Tailwater Depth. No project is similar to Rocky Reach in three or more characteristics. However, three projects compare favorably (i. e. within 10%) in two characteristics. These are listed below: • The Dalles Spillway Crest Elevation, Stilling Basin Elevation • Ice Harbor Spillway Crest Elevation, Minimum Operating Pool • Lower Granite Minimum Operating Pool, Normal Tailwater Depth

The Dalles is also similar in that it, like Rocky Reach, has no spillway deflectors.

3.1.2 Spillway and Stilling Basin Differences The main difference between Rocky Reach and the Corps’ projects is the shape of the spillway. The Corps’ spillways have standard ogee crests with the downstream sloping portion ending in a standard stilling basin. At Rocky Reach the spillway in each bay has two nappe deflectors on either side of the sloping spillway section. See Figure 2. These nappe deflectors project a plunging jet of water out into the stilling basin where it dives to impact the bottom of the basin. In model studies the Corps found that plunging flow produces higher gas entrainment than a jet of water skimming the surface. Although Rocky Reach has standard baffle block stilling basin with an end sill it is slightly different than most of the Corps’ projects for two reasons: • The baffle blocks are staggered at different distances from the spillway. • The end sill is not continuous across the stilling basin. These differences are minor so far as gas entrainment is concerned.

3.1.3 Powerhouse-Spillway Interaction Entrainment of “non-aerated” flow from the powerhouse discharge occurs at the Corps’ projects by lateral flows. With the exception of The Dalles and Bonneville projects the powerhouse is located adjacent to the spillway. See Figure 7. The lowered hydraulic grade caused by the faster jet coming off the spillway deflectors now installed at most Corps projects draws water from the powerhouse discharge. This water moves along the bottom into the stilling basin where it is mixed with turbulent water in the stilling basin increasing the amount of aerated water. At Rocky Reach flows from the powerhouse also interact with turbulent stilling basin discharge, but by a different mechanism. The powerhouse discharges at a right angle into the discharge from the stilling basin. The

5 discharge of the north end turbines is into the bubbly portion of the stilling basin flow increasing air entrainment as reported by Schneider and Carroll (U.S. Army Corps of Engineers, North Pacific Division, 2002). This interaction of powerhouse and stilling basin flows is different than that at any of the Corps’ dams on the lower Columbia River. Chief Joseph Dam in north central Washington has a similar arrangement of spillway and powerhouse. However, in the Corps’ gas abatement study of Chief Joseph Dam no mention was made of the effects of powerhouse flows on TDG (U.S. Army Corps of Engineers, ERDC, 2003).

3.2 Possible Solutions The possible alternatives to mitigate dissolved gas levels at Rocky Reach consist of operational and structural alternatives. The alternatives are described below, followed by an evaluation matrix summarizing the advantages and disadvantages.

3.2.1 Operational Alternatives Operational alternatives are the simplest to implement. Their capital costs are small, however their operating costs can be substantial. Operational measures are constrained by power-generating requirements and spill required for downstream passage of juvenile salmonids. Presently, fish spill requirements call for passing 15% of the daily average river flow over the spillway from about mid April through about mid August. For the purposes of this analysis the spill is assumed to take place from April 1 through August 31. In addition, for up to 21 days during the sockeye migration spill is to be 25% of daily average river flow. These requirements might change if the fish passage survival through the new bypass system proves to be higher than previous survival rates. Possible operational alternatives for gas mitigation are given below. Operational alternatives are designated by the letter “O”.

A. Alternative O1 Maximize Powerhouse Flows Flows through the powerhouse have essentially the same TDG levels as the forebay. This was found to be true at essentially all the dams on the Columbia River and at Rocky Reach (U.S. Army Corps of Engineers, ERDC, 2003). If spill can be reduced by increasing powerhouse flow, the total TDG can be reduced. For example, the fish spill requirement for a river flow of 200,000 cfs is 30,000 cfs (15%). If the fish spill can be reduced by half, the maximum TDG can be reduced over 2%, from 116.1% to 113.9% as measured below the stilling basin before mixing with the powerhouse flows. This is calculated from the linear equation of spill versus maximum TDG for the standard spill pattern as calculated in Figure 48 by Schneider and Carroll (U.S. Army Corps of Engineers, ERDC, 2003). The actual reduction, as measured further downstream, would depend on flow entrainment from the powerhouse, which is, in turn, dependent on which turbines are operating and what spill pattern is employed. If the fish spill requirements were reduced or eliminated, this alternative would reduce TDG in direct proportion to spill. The equation on Figure 48 for standard spill pattern is: TDG in percent equals spill in thousands of cfs times 0.1509 plus 111.6. Even for no spill the TDG would be 111.6 percent, which is close to measured forbay TDG values. The use of this approach is constrained by the fish spill requirements as described above. If survival in the new juvenile bypass system is sufficient the spill can be decreased. However, the survival in the bypass system has not yet been established.

6 The powerhouse flow capacity also limits the potential benefit from this alternative. The 7Q10 flow is 250,000 cfs and the powerhouse capacity is 220,000 cfs. Even without fish spill, a 30,000 cfs spill must meet TDG water quality requirements.

B. Alternative O2 Spill from Gates 2 through 12 The TDG entrained in spill is proportional to the unit discharge (cfs per bay) as shown on Figure 49 in Schneider and Carroll (U.S. Army Corps of Engineers, ERDC, 2003). Therefore, if the spill could be spread out as much as possible across all spill bays, the gas entrained would be minimized. TDG reduction can be estimated using relations developed by Schneider and Carroll for unit spillway discharge versus TDG saturation. Assume the maximum spill requirement of 25% of the 7Q10 flow of 250,000 cfs is passed using the 6 spill patterns reported by Schneider and Carroll (U.S. Army Corps of Engineers, ERDC, 2003). This represents the maximum spill requirement for fish passage. The TDG saturation can be predicted with linear equations fit to the data collected April 26 through May 3, 2002 and shown on Figure 49 in Schneider and Carroll. The results of these calculations are shown on Table 3. This indicates that the standard spill pattern with seven bays (bays 2 through 8) and the evenly spread spill over eleven spillways appear to be the best for limiting TDG saturation. However, the predictive equation for the 11-bay spill was developed from two data points, and the correlation coefficient of the data for the standard seven-bay spill pattern is very low. Further analysis and additional data are required to verify if this alternative will provide any benefit. See Section 1.3.2 above for an explanation of the standard spill pattern. Another approach that might hold more promise is to modify the standard spill pattern by adding bays or adjusting the spill over spillways 2 through 12 to optimize the spill patterns for various conditions. As an example of the differences in TDG produced by minor differences in spill pattern, note that Event 23 in the Rocky Reach gas study (U.S. Army Corps of Engineers, ERDC, 2003) yielded a maximum saturation of 120.4% and an average of 116.8% for a spill of 57,800 cfs. In Event 29 a 61,000 cfs spill generated a peak saturation of 128.6% and an average of 123.6%. See Table 4 for a data summary of these two eventsBoth these events utilized gates 2 through 8. There are two differences between the the two events. First, in Event 29 there was an equal flow in each bay, while in Event 23 flow through bays 2 and 3 were reduced and flow through bays 4 through 8 were higher. See Figure 8. Second, the stilling basin depth in Event 23 was 36.2 feet while the depth in Event 29 was 31.9. The event with the lower TDG (Event 23) had the greater deepth in the stilling basin. This is opposite to what one might think The forebay saturation in both events is the same. There are two possible explanations. First, the lower spill in bays 2 and 3 adjacent to the powerhouse might have a mitigating effect because they entrain less flow from the powerhouse and add less gas to the total flow. Second, the powerhouse flow for Event 23 was 122,400 cfs and 49,800 cfs for Event 29. The spill pattern for Event 23 could be altered by adding some flow to bays 9 through 12 and reducing the peak discharges at bays 4, 5, and 6. Although flow through bays 9 through 12 produce relatively higher TDG, reducing the peak flows might reduce the maximum TDG if flows are low in bays 9 through 12. Altering the standard spill pattern in this manner could have beneficial results and is recommended for further study. If the fish spill were reduced or eliminated, this alternative would still provide benefit for TDG reduction. In addition, since it does not involve any capital improvements, there would not be any stranded costs for facilities that would no longer be required.

7 3.2.2 Structural Alternatives In their Dissolved Gas Abatement Study the Corps devoted a substantial effort to investigating structural alternatives for TDG reduction at their dams on the Columbia River. These are used as the basis for this investigation of structural alternatives. Below are descriptions of the alternatives and an analysis of each.

A. Alternative S1 Spillway Deflectors Spillway deflectors are concrete lips built on the lower part of the spillway. They direct the spill in a horizontal direction to flow across the surface of the tailrace. The deflectors at Corps of Engineers’ dams are typically about 12 feet long with radius of curvature of 15 feet. See Figure 9. They are meant to be most efficient at lower flows encountered during fish passage spill (3,000 to 8,000 cfs).The deflector directs the flow horizontally so it does not travel deep in the water column allowing the entrained air to re-enter the atmosphere at the water surface. Encouraging near-surface flow also prevents entrained air from reaching a depth at which the gas is more readily dissolved. The elevation of the deflector is critical. It must be set properly in relation to the operating tailwater elevation range. If it is placed too high plunging flow will result and aerated water will be carried deep into the stilling basin. If it is set too low a hydraulic jump will form on the deflector causing high air entrainment. It is best to set the elevation between these two conditions to achieve what is termed skimming or undulating flow and best TDG reduction. If fish spill were reduced or eliminated, this alternative would provide reduced TDG benefit. However, since deflectors typically work over the range of 3,000 to 8,000 cfs fewer bays would probably be used if fish spill were reduced. Deflectors have been installed at almost all of the Corps dams on the Snake and Columbia rivers with plans to install them on the remaining dams within the next four years. The Corps believes that deflectors can reduce gas saturation by 3% to 12%. Although this is a preferred alternative for Corps dams, its effectiveness at Rocky Reach might be less because the stilling basin is relatively shallow compared to the Corps’ dams. At Rocky Reach the nappe deflectors would have to be removed, adding to the cost of this alternative, and extensions to the downstream ends of the spillway piers would be added. However, this alternative is worth studying further.

B. Alternative S2 Submerged Outlets This alternative calls for six, 12-foot wide by 14.5-foot high conduits under the dam’s spillway passing water from the bottom of the upstream reservoir and discharging deep in the tailrace. These would be installed in two spillway bays with three conduits in each bay. Large gates are required to regulate the outflow. Velocities in the conduits would be very high, probably about 60 fps. At Rocky Reach the tailrace would have to be modified by removing the baffle blocks and end sill to prevent the discharge from reaching the surface and entraining air. See Figure 9. This alternative is not recommended due to its potential to injure fish and its high cost. Reduction or elimination of fish spill would not alter the TDG reduction results of this alternative.

C. Alternative S3 Submerged Outlets with Deflectors This alternative is a combination of Alternatives S1 and S2. See Figure 9. It has all the advantages and disadvantages of the S1 and S2. Its high cost and propensity to injure

8 fish passing through the submerged outlet are major drawbacks. This alternative is not recommended for further study.

D. Alternative S4 Baffled Spillway A baffled spillway consists of a channel on a slope. The channel contains baffles similar to those in a stilling basin. They are staggered along the length of the spillway to dissipate energy. Therefore, there is very little energy left at the bottom to carry water deep into the tailrace. It has been shown to be effective in preventing an increase in TDG. Its design unit discharge is less than 200 cfs per foot. To pass 62,500 cfs of maximum fish spill flows a channel width of 313 feet would be required. The spillway channel would be on a slope of 2.3 to 1, requiring a spillway length of about 210 feet. Reduction or elimination of fish spill would not alter the TDG reduction results of this alternative. Its advantages are that it will decrease TDG and might even degas water which passes through it. Its disadvantages include high cost and injury to downstream migrating juvenile salmonids. In addition, it would probably have to be located around the left abutment requiring relocation of the new fish bypass pipe and evaluation station on the downstream left bank and, possibly, part of the substation. This alternative is not recommended for further study.

E. Alternative S5 Side Channel Spillway. In this alternative a side channel would carry the required spill through a channel around the abutment of the dam. At the entrance to the channel, large radial gates would be installed to provide flow regulation and flow shutoff. Downstream of the dam the water would spill over an ogee crest along the side of the spillway. The spill would enter a shallow stilling basin to prevent entrained air from going into solution. A shallow channel downstream of the stilling basin would also be desirable. In order to dissipate the energy in a shallow stilling basin the unit discharge would be limited to about 30 cfs/ft. This would require a spillway crest length of about 2,100 feet. At Rocky Reach on the left bank the channel would have to go around the switchyard and the spillway would have to extend from 1,500 feet to 3,600 feet downstream of the dam. The concrete lined channel would be about 250 feet wide and 30 feet deep. The highway, visitors’ center, fish ladder and new juvenile bypass system would preclude its installation on the right abutment. Reduction of fish spill would reduce the TDG downstream if this alternative is implemented. This alternative would be very costly and also detrimental to upstream migrants finding the fish ladder and would affect the juvenile bypass outfall. It would also limit the use of the river in the area of the spillway discharge. It is not recommended for further study.

F. Alternative S6 Side Channel Stepped Spillway A stepped side channel spillway would be similar to the side channel spillway in configuration. The channel around the left abutment to the spillway would be the same. Model studies of this alternative show that to meet a 110% saturation criteria the unit discharge can be about half that of the side channel spillway or about 60 cfs/ft. This would shorten the spillway at Rocky Reach to about 1,050 feet in width. It would have a slope of 0.5 to 1 requiring that the spillway be about 180 feet in length. A shorter stilling basin at the bottom of the spillway would be required. It would be about 10 feet deep with an end sill. Reduction of fish spill would slightly reduce the TDG downstream if

9 this alternative is implemented. This alternative is not recommended for further study for the same reasons as Alternative S5, Side Channel Spillway.

G. Alternative S7 Additional Spill Bays At several Corps dams additional spillway bays were investigated. Additional spillway bays would allow the spill to be spread out more, reducing the spill per bay and thus reducing the saturation. However, at Rocky Reach there is no room to extend the spillway to the east without excavating additional forebay, relocating the switchyard, and excavating a tailrace channel back to the river. Reduction of fish spill would reduce the TDG downstream if this alternative is implemented. This alternative is impractical, would affect upstream migrants finding the fish ladder entrance, and would require rerouting the new fish bypass and relocating the evaluation station. This alternative is not recommended for further study.

H. Alternative S8 Raised Stilling Basin A shallower stilling basin would prevent the aerated spill from plunging deep and being forced into solution by the pressure. This alternative would add concrete to the bottom of the basin to raise its floor. To effectively accommodate the design flood, the stilling basin would have to be lengthened to keep the hydraulic jump in the basin. The actual length of the basin and the size and arrangement of any baffle blocks or end sills would have to be determined in a hydraulic model. Constructing the lengthened stilling basin would require an extensive cofferdam. As shown on Table 2 Rocky Reach has a shallower stilling basin than all but one of the eight Corps dams. Reducing the stilling basin depth might not provide a large incremental benefit in TDG saturation. This alternative would remain effective if fish spill is reduced or eliminated. Reduction of fish spill could possibly reduce the TDG downstream if this alternative is implemented. This alternative could be relatively expensive depending on the additional length of stilling basin which might be required; however, this alternative warrants further study.

I. Alternative S9 Raised Stilling Basin with Deflectors This alternative is the same as Alternative S8 but with spillway deflectors of Alternative S1 added. As with Alternative S8 a lengthened stilling basin would be required to handle the spillway design flood. Reduction of fish spill could possibly reduce the TDG downstream if this alternative is implemented. The incremental benefit of adding a raised stilling basin to the deflectors or adding deflectors to the raised stilling basin should be estimated using a hydraulic model. This alternative is recommended for further study.

J. Alternative S10 Raised Tailrace This alternative involves filling the downstream channel up to an elevation of 590. This elevation was assumed for cost estimating purposes. It has been shown at The Dalles project that substantial entrained air can be released from the spill to the atmosphere in the few hundred feet downstream of the stilling basin. The Dalles tailrace channel depth is about 22 feet and the average depth at Rocky Reach is 33 feet, which is similar to that at the Lower Granite and McNary projects. See Table 2. This alternative can be expensive depending on the type of fill and whether cofferdamming is required. In this alternative turbulence coming out of the stilling basin would be carried downstream farther. In the area that would be filled the river velocity would be higher and would affect boating below the dam. Depending on the distance of fill, it could also negatively

10 impact the outfall from the juvenile fish bypass pipeline. Comparisons should also be made with The Dalles TDG data to estimate the possible benefit. A hydraulic model would be required to determine the amount and type of fill and how far it should extend downstream. The model would also determine the amount of backwater caused by the raised tailrace. The backwater would decrease the head on the turbines and decrease power revenue. Reduction or elimination of fish spill could reduce the TDG downstream if this alternative is implemented. This alternative should be studied further to ascertain the possible benefits and cost. As part of the study effort it should be determined how far to fill downstream of the stilling basin to achieve the most benefit for the money. The area closest to the stilling basin would yield the greatest benefit since the concentration of bubbles is greatest there and decreases downstream. Therefore, the farther downstream the fill extends the smaller the TDG benefit. This alternative is recommended for further study.

K. Alternative S11 Raised Tailrace with Deflectors This alternative combines Alternative S1, Spillway Deflectors, and Alternative S10, Raised Tailrace. It has all the features and costs of both alternatives. It should be studied further.

L. Alternative S12 New Spillway Gates This alternative calls for lowering the spillway crest and installing much higher gates. This will then discharge spill releases below the tailrace water level. The jet issuing from under the gate must travel along the bottom of the stilling basin and not come in contact with the atmosphere downstream of the dam. The gate required for this will have to be over 100 feet high. The piers between spill bays will have to strengthened and widened. During floods the gates would be used to pass flows as they do now. The stilling basin would have to be modified by removing the baffle blocks and lowering the end sill. If successful there would be no rise in TDG across the dam, and there would be no further reduction in TDG for reduction or elimination of fish spill. Gates of this size have not been built yet and would be stretching the limits of gate design. The ability to pass the design flood could be affected. The jet flowing from the gates could cause a hazard to boaters further downstream. This alternative should not be considered further.

M. Alternative S13 Convert Turbines to Sluices This alternative consists of removing some of the turbines and replacing them with sluices containing throttling gates. The downstream effects would be similar to the submerged outlets of Alternative S2 except that the discharge would be directed across the river and might interfere with the flow from the stilling basin or cause erosion on the left bank. The non-aerated sluice flow would mix more readily with spillway flow providing a greater increase in TDG than now occurs from turbine flow. In addition, this alternative would reduce generating capacity. Reduction of fish spill would not further reduce the TDG downstream if this alternative is implemented. This alternative does not warrant further study.

N. Alternative S14 Hydrocombine Powerhouse This alternative calls for rebuilding the powerhouse and lowering the turbine/generator units to allow the construction of a spillway over the units. The downstream end of the spillway would be in the shape of a deflector to project the spill horizontally out into the

11 tailrace reducing gas entrainment. Reduction of fish spill could possibly reduce the TDG downstream if this alternative is implemented. This alternative does not promise to achieve much more than spillway deflectors but at a greatly increased cost. It would require redesigning and rebuilding much of the new downstream fish passage facilities. Therefore, this alternative is not recommended for further study.

O. Alternative S15 V-Shaped Spillway This alternative requires replacement of the existing spillway with a crest shaped like a V in plan view with the apex of the V downstream, and the two upper ends of the V at the abutments. This increases the crest length and allows a lower unit discharge. The spillway would be baffled chute, which dissipates energy down the face of the spillway similar to Alternative S4. The energy at the bottom is much reduced causing the spill to entrain less air. This alternative could potentially allow the project to meet the 110% TDG saturation requirement. Reduction of fish spill could possibly reduce the TDG downstream if this alternative is implemented. It would require construction of new fish ladders, and good upstream fish passage would not be assured. One side of the V would discharge directly into the powerhouse, and the other side would discharge into the left bank. So this alternative is not recommended for further study.

P. Alternative S16 Additional Powerhouse In this alternative a new powerhouse would be built to carry additional flows above the present capacity of 220,000 cfs to above the 7-day, 10-year high flow. This requires that the new powerhouse have a flow capacity of about 50,000 cfs to allow additional capacity in case a turbine is down for maintenance. The new powerhouse might require both an adult and juvenile fish passage system. The new powerhouse would have to be located on the left bank requiring relocation of the switchyard. This is a very expensive alternative but could generate income to offset its cost. This alternative also assumes that the fish passage system would meet the 95% survival rate required by fishery agencies without the need for fish spill. Elimination or reduction of fish spill would not affect the TDG downstream. However, new downstream fish passage facilities would have to be proven before fish spill could be reduced. This is a long term alternative and will require a license modification. Additional study could be performed to estimate the magnitude of both cost and additional revenue of this alternative to see if it warrants further consideration.

Q. Alternative S17 Divider Wall between Powerhouse and Spillway Powerhouse flows entrained in the spillway discharge can increase the TDG in the water downstream of the dam. This phenomenon has been observed by Schneider and Carroll (U.S. Army Corps of Engineers, ERDC, 2003). This entrainment not only mixes the two flows but can increase the amount of gas entering the water by forcing excess air in the bubbly area in and immediately below the stilling basin into the powerhouse discharge water. A divider wall would prevent the powerhouse water from mixing with the spillway discharge until below the area of bubbly water. The divider wall would be built to extend the existing wall between spill bays 1 and 2 downstream about 500 feet. The actual distance should be set by further study of the existing data and collection of additional data, if required. This project would require an extensive dewatering effort and curtail operation of some of the turbines at the north end of the powerhouse during construction. Reduction of fish spill could possibly reduce the TDG downstream if this

12 alternative is implemented. Looking at the existing data from the 2002 TDG study the benefit appears to be small. This alternative does not merit further consideration.

R. Alternative S18 Remove Nappe Deflectors This alternative calls for removing the nappe deflectors from all or some of the spillway bays. The nappe deflector projects spill water in a jet into the stilling basin. Prior to entering the stilling basin the jet is aerated on the top sides and bottom, whereas water running down the ogee spillway is only aerated on the top. Although the bulk of aeration probably occurs in the turbulence in the stilling basin, reduction of aeration prior to reaching the stilling basin could reduce the TDG entrained. This alternative is recommended for further study, which would consist of an investigation of the amount of air entrained on the spillway and in the jet off the nappe. If the TDG reduction estimated in this study is sufficient, work can continue on estimating the costs. A model should also be undertaken to assess the adequacy of the stilling basin if all the design flow passes down the spillway. Additions to the stilling basin might be required. Elimination or reduction of fish spill could possibly reduce the TDG downstream if this alternative is implemented. This alternative is recommended for further study.

3.3 Alternative Evaluation The various alternatives, both operational and structural, are described above with some observations as to their advantages and disadvantages. In this section an evaluation matrix is presented, in which each alternative is evaluated against a set of criteria. These criteria are described below.

3.3.1 Evaluation Criteria 1) TDG Reduction – The ability of the alternative to reduce TDG levels below present levels. 2) Downstream Fish Passage – How does the alternative affect juvenile passage past the dam, mortality and injury? 3) Adult Fish Passage – The effects of the alternative on adult passage over the dam. This mainly has to do with delay in finding and entering the fishway entrance. 4) Maintaining Design Spillway Discharge – How does the project affect the ability of the spillway to pass the spillway design flood? 5) Impact on Generating Capacity – How does the alternative affect the ability of Rocky Reach to generate power? 6) Use of River – How does the alternative affect the public’s ability to use the river? High flows might limit the area where the public can safely use the river. 7) Operation & Maintenance – How does the alternative impact operations and maintenance? This includes both limitation on operational flexibility and O & M costs. 8) Capital Cost – This is a figure in 1000’s of dollars. It includes the costs of construction, engineering, administration, and interest during construction. The accuracy of these estimates is less than that of a feasibility level estimate. The costs were computed by adjusting final costs of alternatives in various

13 Corps reports done in support of the DGAS. These include Northwest Hydraulic Consultants, Summit Technology Consulting Engineers, August 1998; Summit Technology Consulting Engineers, Inc., Northwest Hydraulic Consultants, 1996; Montgomery Watson, 1998, John Day Lock and Dam Surface Bypass Spillway. Feature Design Memorandum No. 52, and Northwest Hydraulic Consultants, Summit Technology Consulting Engineers, June 1998. The costs were then adjusted to April 2003 by use of factors from Engineering News Record’s Construction Cost Index.

Under a load rejection all river flow would be passed over the spillway until flow through the turbines is restored. During the time of higher spillway flows any TDG reduction facilities would be operating beyond their design criteria, and TDG would be increased significantly downstream of Rocky Reach. However, such load rejection events would occur rarely. A summary of the evaluation is presented in Table 5. A description of the evaluation scoring is given below: Evaluation Criterion 1, TDG Reduction Score Description 1 TDG remains the same as at present 2 TDG is improved over present conditions 3 TDG would be approximately that of the forebay

Evaluation Criteria 2 through 7 Score Description 1 Less desirable than present conditions 2 Same as present conditions 3 More desirable than present conditions

14 SECTION 4. CONCLUSIONS

Work for this study involved investigating the literature and interviewing professionals with gas abatement experience with the objective of identifying possible solutions to decrease the TDG below Rocky Reach Dam. Two operational alternatives were identified and both of these should be explored further. Alternative O1, Maximize Powerhouse Flows, requires that the fish spill requirements be decreased and the reduced flows be passed through the powerhouse. This will require that the new juvenile bypass system achieve enough survival success that the fish spill can be decreased. Alternative O2, optimizing spill from gates 2 through 12, shows promise based on TDG measurements taken in two operational trials in spring of 2002. These data indicated that by altering the standard spill pattern, a decrease in saturation of up to 7% might be achieved during maximum fish spill of 62,500 cfs. This alternative could be implemented immediately, if permission to alter the standard spill pattern can be obtained. Since there is only a small amount of data for this alternative, further data should be gathered. There were several alternatives, which prevented gas from entering the water as it passed from upstream to downstream of the dam. These all involved some kind of pressurized flow so that the water was not exposed to the atmosphere. These are alternatives S2, S12, S13, and S16. All these were very expensive and exposed downstream migrating fish to possible injury. The only alternative that might be possible in this class of alternatives was S16, Additional Powerhouse. A suitable juvenile bypass system could be built for the new powerhouse, and the powerhouse might be able to recover some of the cost of the alternative. However this was not recommended since other alternatives for TDG reduction showed more promise. Another class of structural alternatives that showed promise of passing river flow without increasing the TDG were baffled or stepped spillways. These alternatives include S4, S6, and S15. These dissipate energy over the length of the spillway so that the flow enters the tailrace with minimal energy. The affect of these alternatives is to evenly degas supersaturated water from the upstream pool. However, due to inefficiencies some supersaturation would be carried into the tailrace. These alternatives also could be injurious to downstream migrants and are very expensive. Another class of structural alternatives shows promise of reducing TDG downstream of Rocky Reach. The common approach taken by these alternatives is to keep the turbulence of the spilling water on the surface, not allowing it to be transported deep in the water column where entrained air is driven into solution. These types of alternatives are recommended by the Portland and Walla Walla Districts of the Corps of Engineers in their Dissolved Gas Abatement Study for their dams on the lower Snake and Columbia Rivers. These alternatives are S1, S8, S9, S10, S11, and S18. Although the cost of these alternatives is less than most of the others their cost can be substantial. Other alternatives considered involved a combination of the above structural alternatives. Some other alternatives added spillways to decrease the unit discharge, such as S5, S7, and S14. The benefit relative to the cost of these is small compared to other alternatives. In general these produced little TDG benefit for a high cost. S17, Divider Wall between Powerhouse and Spillway, did not show enough TDG reduction benefit to justify its cost.

15 The evaluation of all the alternatives is shown at the end of Section 3 and summarized in Table 4. The alternatives recommended for further investigation are listed below: O1 Maximize Powerhouse Flows O2 Spill from Gates 2 through 12 S1 Spillway Flow Deflectors S8 Raised Stilling Basin S9 Raised Stilling Basin with Deflectors S10 Raised Tailrace S11 Raised Tailrace with Deflectors S18 Remove Nappe Deflectors

16 Table 1 Dam Characteristics

Tailwater Minimum Normal Spillway Deflector Stilling Basin Channel Operating Tailwater Crest El. (ft) Elevation (ft) Elevation (ft) Elevation (ft) Pool (ft) Pool (ft) Bonneville 24 14 -16 -30 70 20 The Dalles 121 na 55 58 155 80 John Day 210 148 114 125 257 162 McNary 291 256 228 235 335 267 Ice Harbor 391 338 304 327 437 344 Lower Monumental 483 434 392 400 537 441 Little Gosse 581 532 466 500 633 539 Lower Granite 681 630 580 604 733 635 Rocky Reach 650 na 585 585 707 618

Table 2 Dam Characteristics Normalized to Tailwater Channel Elevation

Minimum Normal Spillway Deflector Stilling Basin Stilling Basin Operating Tailwater Crest El. (ft) Elevation (ft) Elevation (ft) Depth (ft) Pool (ft) Depth (ft) Bonneville 54 44 14 36 100 50 The Dalles 63 na -3 25 97 22 John Day 85 23 -11 48 132 37 McNary 56 21 -7 39 100 32 Ice Harbor 64 11 -23 40 110 17 Lower Monumental 83 34 -8 49 137 41 Little Goose 81 32 -34 73 133 39 Lower Granite 77 26 -24 55 129 31 Rocky Reach 65 na 0 33 122 33

Table 3 Calculated TDG for Evenly Spread Spill

Spill Flow per Calculated Pattern No. of Bays Bay (cfs) TDG Bays 2-5 4 15.6 125.7 Bays 2-8 7 8.9 129.2 Bays2-12 11 5.7 121.4* Bays 5-8 4 15.6 ** Bays 9-12 4 15.6 133.3 Standard 7 8.9 118.9

* Relation developed based on two data points. ** No relation between TDG and flow developed due to lack of data points. Table 4 Summary for Events 23 and 29

Event 23 Event 29 Total Flow (1000's of cfs) 180.2 110.8 Spillway Flow (1000's of cfs) 57.8 61.0 Forebay Elevation (feet msl) 706.0 706.0 Tailwater Elevation (feet msl) 621.2 616.9 Depth in Stilling Basin (feet) 36.2 31.9 Average Forebay TDG (%) 108.4 108.3 Maximum TDG below Stilling Basin (%) 120.4 128.6 Average TDG below Stilling Basin (%) 116.8 123.6

Data from Tables 3, 6, and 7 in U. S. Army Corps of Engineers, ERDC, 2003 Table 5 Evaluation Summary Gas Abatement Alternatives at Rocky Reach Dam

4) Maintaining 5) Impact on Recommended for 1) TDG Reduction 2) Downstream Fish 3) Adult Fish Design Spillway Generating 7) Operation and 8) Capital Cost Further Alternative * Passage ** Passage ** Capacity ** Capacity ** 6) Use of River ** Maintenance ** ($1,000) ** Investigation ** Remarks Can be implemented only if new bypass system O1 Maximize Powerhouse Flows 2 1 2 2 2 2 2 $0 ü allows reduction in fish spill Requires agency approval of standard spillway O2 Spill from Gates 2 through 12 2 2 2 2 2 2 2 $0 ü operating plan. Removal of nappe deflector is included in the S1 Spillway Deflectors 2 2 2 2 2 1 2 $14,279 ü cost.

S2 Submerged Outlets 3 1 1 2 2 1 1 $21,587 S3 Submerged Outlets with Cost of S1 plus S2. Removal of the nappe Deflectors 2 1 1 2 2 1 1 $35,866 deflector is included in the cost..

S4 Baffled Spillway 3 1 2 2 2 1 1 $220,952

S5 Side Channel Spillway 2 2 2 2 2 1 1 $200,173

S6 Side Channel Stepped Spillway 3 1 2 2 2 1 1 $168,718

S7 Additional Spill Bays ------Not Practical

S8 Raised Stilling Basin 2 2 2 2 2 1 2 $28,292 ü Minimal spillway extension in cost S9 Raised Stilling Basin with Deflectors 2 2 2 2 2 1 2 $36,998 ü Cost of S1 plus S8

S10 Raised Tailrace 2 2 2 2 1 1 2 $6,966 ü Might be slight impact on generating capacity

S11 Raised Tailrace with Deflectors 2 2 2 2 1 1 2 $15,672 ü Cost of S1 plus S10

S12 New Spillway Gates 3 1 1 2 2 1 1 >$100,000 No cost estimate available

S13 Convert Turbines to Sluices 3 1 1 2 1 1 1 >$100,000 No cost estimate available

S14 Hydrocombine Powerhouse 2 3 2 2 2 1 1 >$100,000 No cost estimate available

S15 V-Shaped Spillway 3 1 2 2 2 2 1 >$100,000 No cost estimate available

S16 Additional Powerhouse 3 2 2 2 3 1 1 >$100,000 No cost estimate available S17 Divider Wall between Powerhouse and Spillway 2 2 1 2 1 2 2 $63,787 A limited TDG benefit for this alternative There may be a need to modify the stilling basin, S18 Remove Nappe Deflectors 2 2 2 2 2 2 2 $7,388 ü which is not included in the cost.

* Note 1 Score Description ** Note 2 Score Description 1 TDG remains the same as at present 1 Less desirable than present conditions 2 TDG is improved over present conditions 2 Same as present conditions 3 TDG would be approximately that of the forebay 3 More desirable than present conditions Figure 1 Rocky Reach Dam Project (From Figure 3, US Army Corps of Engineers, ERDC, 2003) Nappe Deflectors

Figure 2 Spillway Bays 9 and 10, Gates and Nappe Deflectors (From Figure 5, US Army Corps of Engineers, ERDC, 2003) Figure 3 Pan View, Spillway and Stilling Basin (From Figure 6, US Army Corps of Engineers, ERDC, 2003)) Cloumbia River at Rocky Reach Flow Duration Curve April through August

350000

300000

250000

200000

Flow (cfs) 150000

100000

50000

0 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% Frequency (percent)

Figure 4 Columbia River at Rocky Reach Flow Duration Curve Figure 5 Standard spill pattern for total spill discharges ranging from 14.8 to 57.7 kcfs. (From Figure 25 in US Army Corps of Engineers, ERDC, 2003) Columbia River at Rocky Reach (Gage No. 12453700) Flow Duration Curve Fish Spill (April through August)

80000

70000

60000

50000

15 % of River Flow 40000 25% of river Flow Fish Spill (cfs) 30000

20000

10000

0 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% Frequency (Percent)

Figure 6 Fish Spill Flow Duration Curves Figure 7 The John Day Project 12 Qtot = 57,800 cfs Qtot = 61,000 cfs TDG = 120.0% TDG = 128.1%

10

8

Event 23 6 Event 29 Flow (kcfs)

4

2

0 2 3 4 5 6 7 8 Spill Bay

Figure 8 Spill Distribution for Events 23 and 29 Figure 9 Alternatives S1 Deflectors, S2 Submerged Outlet, S3 Deflectors with Submerged Outlet Interview Report

Contact Name: John Colt, NMFS, Seattle Interviewer: Dennis Dorratcague, MWH Date: March 3, 2003 Time: 12:00 PM Type: Telephone

John said that he has not been involved with TDG issues much since his work with Battelle on physiological effects on fish about 6 years ago. He said that some of those reports can be obtained from Duane Nietzel or, perhaps, Tom Carlson.

His book on dissolved gas could be used to calculate partial pressures, concentrations, or % saturation from raw data.

Other than the Corps report John said that perhaps the only other references would be from work on the east coast. However, the dams, where the data was obtained, would probably have a different arrangement.

John sent us several reports including a 1980 literature search on dissolved gas and its affects on fish. Interview Report

Contact Name: Rick Emmert, Corps of Engineers, Walla Walla District Interviewer: Dennis Dorratcague, MWH Date: February 28, 2003 Time: 12:50 PM Type: Telephone

We discussed references and bibliography sources. Rick said that an extensive literature search was performed in Phase I of the DGAS work. The bibliography in the Phase I report should be quite complete for all work up to about 1996 or 1997. Rick said that the Phase II DGAS report might have added some references. Significant work was performed in Phase II and reports were written in support of that work.

Rick said that most of the data were collected by Mike Schnieder [541 298-6872].

The Corps has employed spillway deflectors as a first step in reducing TDG entrained at their dams. To assess the effects of deflector installation, data were obtained at Ice Harbor Dam for the following conditions: • Before deflector installation • With the 4 center bay deflectors • With 8 deflectors installed • With 10 deflectors installed

I described the Rocky Reach spillway and stilling basin arrangement. Rick was not aware of any spillways similar to this. He thought the plunging flow from the nappe deflectors would tend to increase gas entrainment. However, the stilling basin and downstream channel were fairly shallow and this would tend to reduce entrainment.

Rick said that powerhouse tailrace flows drawn into the spillway flow added to TDG entrainment. The Corps is considering installing training walls to prevent flow from entering the stilling basin. (Note: This was considered as part of the John Day Skeleton Bay Spillway Project but was discarded because of the high cost.)

Rick also said that adjusting spill patterns also helped reduce gas entrainment. They found that by distributing spill over all spillways with deflectors, they could reduce gas saturation levels. Interview Report

Contact Name: Rock Peters, Corps of Engineers, Portland District Interviewer: Dennis Dorratcague, MWH Date: April 3, 2003 Time: 11:00 AM to 1:00 PM Type: Personal Interview

We went over the status of the Corps’ Dissolved Gas Abatement Study. Phase I is complete and Phase II was completed past the 60% draft point after more funding became available. I obtained a copy of the Draft Final report on two CD’s. These are titled: • Dissolved Gas Abatement Study, Phase II Technical Report, CD 1 of 2, Draft Final, April 2001 • Dissolved Gas Abatement Study, Phase II Technical Report & Referenced Reports, CD 2 of 2, Draft Final, April 2001

The report had been significantly updated since the 60% when I was last involved. A general discussion of the report is provided below.

Phase I of the study consisted of a general investigation of alternative concepts for lessening the total dissolved gas (TDG) concentrations caused by spillway releases from the dams on the Snake and Columbia Rivers. It was released in April 1996.

Phase II was a continuation of the analysis and evaluations based on the recommendations in the Phase I report. During Phase I flow deflectors were recommended at Ice Harbor and John Day Dams with spill pattern changes at Little Goose and Lower Monumental Dams. The flow deflectors were very successful, and it was decided to install them at several other dams on the Columbia and Snake Rivers during the Phase II study. The Phase II study consisted of data collection and field investigations, engineering analysis of alternatives, biological analysis of alternatives (TDG and physical effects), numerical model development, and system-wide evaluations.

We then discussed some of the Corps’ projects and results. Many of the dams on the Columbia and Snake Rivers have spillway deflectors installed and the Corps has evaluated their performance. Many of these results of the evaluations are in the final DGASS report and supporting documentation at the Corps.

The Corps selected operational changes and deflectors as preferred options because the other options could cause injury to fish and were not cost effective. In addition, the Corps’ models showed that with deflectors and operational changes, suitable habitat was available for fish without employing more costly measures.

We then discussed the Rocky Reach spillway and its similarities to spillways at Corps’ projects. There is no spillway with the type of plunging flows generated by the nappe deflectors at Rocky Reach. However, The Dalles does have a shallow stilling basin and shallow river channel downstream of the spillway similar Rocky Reach. Rock made the following comments concerning The Dalles versus the other projects with deflectors: • At spillways with deflectors as the spillway flow increases the TDG increases relatively slowly until about 6,000 cfs per bay is reached. Then, the gas levels increase rapidly as the flow increases further. • At The Dalles at flows below about 6,000cfs per bay the TDG increases more rapidly, but as flows increase the increase in TDG takes place at a slower rate. • There might be a decrease in TDG at the lower flows if deflectors are installed at Rocky Reach. However, some careful testing would have to be done to see if this is the case. The Corps decided not to install deflectors at The Dalles because its shallow stilling basin has good gas characteristics. • Entrainment of powerhouse discharge flows does not add additional gas to the river. However, the TDG is spread out in the river, which could reduce fish habitat in the river.

Normal Stilling Basin with Deflectors

TDG

The Dalles

Flow APPENDIX B

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