Design of converging stepped spillways

USDA-ARS?s Scientific Manuscript database

Roller compacted concrete (RCC) stepped spillways are growing in popularity for providing overtopping protection for aging watershed dams with inadequate auxiliary spillway capacity and for the construction of new dams. Unobtainable land rights, topographic features, and land use changes caused by ...

Design of Deflectors for Little Goose Spillway, Snake River, Oregon: A Physical Model Study

DTIC Science & Technology

2017-06-01

model of the spillway. Four different deflector designs were compared relative to flow conditions in the stilling basin and tailrace area of the...performance in a 1:40-scale section model of the spillway. Four different deflector designs were compared relative to flow conditions in the stilling basin and...ER D C/ CH L TR -1 7- 10 Dissolved Gas Abatement Studies Design of Deflectors for Little Goose Spillway, Snake River, Oregon A

Hydraulic Design of Stepped Spillways Workshop

USDA-ARS?s Scientific Manuscript database

Stepped chutes and spillways are commonly used for routing discharges during flood events. In addition, stepped chutes are used for overtopping protection of earthen embankments. Stepped spillways provide significant energy dissipation due to its stepped feature; as a result, the stilling basin as...

20. WESTERLY VIEW SHOWING SPILLWAY BUCKET COMPLETED, EXCEPT FOR WING ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

20. WESTERLY VIEW SHOWING SPILLWAY BUCKET COMPLETED, EXCEPT FOR WING WALL IN THE FOREGROUND.... Volume XX, No. 7, September 25, 1940. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

31. SPILLWAY CHANNEL WALLS REINF DETAILS; MONOLITHS E21 AND ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

31. SPILLWAY CHANNEL WALLS REINF - DETAILS; MONOLITHS E-21 AND W-21. Sheet S-45, May, 1940. File no. 342/58. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

Converging stepped spillways: Simplified momentum analysis approach

USDA-ARS?s Scientific Manuscript database

Roller compacted concrete (RCC) stepped spillways are growing in popularity for providing overtopping protection for aging watershed dams with inadequate auxiliary spillway capacity and for the construction of new dams. Site conditions, such as limited right-of-way, topography, and geological forma...

26. SPILLWAY DISCHARGE DATA. CURVE NO. 3 AND NO. 4. ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

26. SPILLWAY DISCHARGE DATA. CURVE NO. 3 AND NO. 4. April 1928 Reference No. 108.2 - Cushman No. 1 Hydroelectric Power Plant, Spillway, North Fork of Skokomish River, 5 miles West of Hood Canal, Hoodsport, Mason County, WA

25. SPILLWAY DISCHARGE DATA. CURVE NO. 1 AND NO. 2. ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

25. SPILLWAY DISCHARGE DATA. CURVE NO. 1 AND NO. 2. April 1928 Reference No. BT-108.1 - Cushman No. 1 Hydroelectric Power Plant, Spillway, North Fork of Skokomish River, 5 miles West of Hood Canal, Hoodsport, Mason County, WA

26. SPILLWAY CHANNEL WALLS REINF. DETAILS; MONOLITHS W1 TO ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

26. SPILLWAY CHANNEL WALLS - REINF. DETAILS; MONOLITHS W-1 TO W-4 INCL. Sheet S-26, July, 1939. File no. SA 342/34. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

17. VIEW EASTERLY ALONG DOWNSTREAM END OF THE SPILLWAY, SHOWING ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

17. VIEW EASTERLY ALONG DOWNSTREAM END OF THE SPILLWAY, SHOWING CELL WALL CONSTRUCTION IN THE CRIB CUTOFF.... Volume XX, No. 4, August 3, 1940. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

Inception point for embankment dam stepped spillways

USDA-ARS?s Scientific Manuscript database

Stepped spillways applied to embankment dams have become a common design practice with the rehabilitation of aging watershed dams, especially those experiencing a hazard classification change from low to high hazard. Previous research on stepped spillways focused on gravity dams where aerated flow ...

24. SPILLWAY CHANNEL WALLS REINFORCEMENT DETAILS; MONOLITHS E1 TO ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

24. SPILLWAY CHANNEL WALLS - REINFORCEMENT DETAILS; MONOLITHS E-1 TO F-4 INCL. & NO. 34. Sheet S-11, June, 1939. File no. SA 342/24(?). - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

14. VIEW OF DISCHARGE OVER SPILLWAY CREST FROM WEST RETAINING ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

14. VIEW OF DISCHARGE OVER SPILLWAY CREST FROM WEST RETAINING WALL, FACING EAST. WATER ELEVATION MEASURED 4.8 FEET ABOVE CREST. December 1933 - Cushman No. 1 Hydroelectric Power Plant, Spillway, North Fork of Skokomish River, 5 miles West of Hood Canal, Hoodsport, Mason County, WA

32. SPILLWAY CHANNEL WALLS REINF. DETAILS; MONOLITHS E22, E23, W22, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

32. SPILLWAY CHANNEL WALLS REINF. DETAILS; MONOLITHS E-22, E-23, W-22, AND W-23. Sheet S-46, May, 1940. File no. 342/59. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

19. WESTERLY VIEW ALONG SPILLWAY BUCKET, SHOWING CONSTRUCTION OPERATIONS IN ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

19. WESTERLY VIEW ALONG SPILLWAY BUCKET, SHOWING CONSTRUCTION OPERATIONS IN PROGRESS. THE DAM EMBANKMENT IS SHOWN IN THE LEFT DISTANCE.... Volume XX, No. 6, September 5, 1940. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

14. DETAIL OF REMNANTS OF WASTE GATE FRAME OF SPILLWAY ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

14. DETAIL OF REMNANTS OF WASTE GATE FRAME OF SPILLWAY AND INLET OF PIPE CULVERT UNDER NORTHERLY END OF SPILLWAY APRON; VIEW TO WEST. - Blackstone Canal Millbury Segment, Beginning northwest of State Route 146 & McCracken Road, running along west side of Route 146, Millbury, Worcester County, MA

15. VIEW OF DISCHARGE THROUGH SPILLWAY CHUTE FROM WEST RETAINING ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

15. VIEW OF DISCHARGE THROUGH SPILLWAY CHUTE FROM WEST RETAINING WALL, FACING SOUTH. STANDING WAVES ARE VISIBLE. WATER ELEVATION MEASURED 4.8 FEET ABOVE CREST. December 1933 - Cushman No. 1 Hydroelectric Power Plant, Spillway, North Fork of Skokomish River, 5 miles West of Hood Canal, Hoodsport, Mason County, WA

National Dam Inspection Program. Lake Catalpa Dam (NDS-ID Number PA-560), (DER-ID Number 40-57) Susquehanna River Basin, Falls Creek, Luzerne County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1980-09-01

Ogee spillway crest 1269.5 Sharp crest weir (rigid fish screen) 1271.5 N Upstream invert of spillway 1265.4 Downstream invert of spillway 1260.9 Maximum...Sluice gate Access Valve house upstream Regulating facilities Sluice gate i. Spillway. Type Concrete ogee to sharp crested weir Length 26 feet Ogee... crest elevation 1269.5 Sharp crest weir (rigid fish screen) 1271.5 Upstream channel Lake Downstream channel Reinforced concrete channel for

Physical Hydraulic Model of Side-Channel Spillway of Lambuk DAM, Bali

NASA Astrophysics Data System (ADS)

Harifa, A. C.; Sholichin, M.; Othman, F. B.

2013-12-01

The spillway is among the most important structures of a dam project. A spillway is designed to prevent overtopping of a dam at a place that is not designed for overtopping. Side-channel spillways are commonly used to release water flow from a reservoir in places where the sides are steep and have a considerable height above the dam. Experimental results were collected with a hydraulic model of the side-channel spillway for releasing the peak overflow of Lambuk Dam. This dam is, located on the Lambuk River, which is a tributary of the Yeh Hoo River ~ 34.6 km north of Denpasar on the island of Bali. The bituminous geomembrane faced dam is 24 m in height, with a 35-m wide spillway. The length of the side channel is 35 m long, with 58 m of transition channel, 67.37 m of chuteway channel and 22.71 m of stilling basin. The capacity of the spillway is 231.91 m3/s and the outlet works capacity is 165.28 m3/s. The reservoir is designed for irrigation and water supply. The purpose of this study was to optimize the designed of the structure and to ensure its safe operation. In hydraulic model may help the decision-makers to visualize the flow field before selecting a ';suitable' design. The hydraulic model study was performed to ensure passage of the maximum discharge at maximum reservoir capacity; to study the spillway approach conditions, water surface profiles, and flow patterns in the chuteway; and to reveal potential demerits of the proposed hydraulic design of various structures and explore solutions. The model was constructed at 1 : 40 scale, Reservoir topography was modeled using concrete, the river bed using sand and some gravel, the river berm using concrete, and the spillway and channel using Plexiglas. Water was measured using Rectangular contracted weir. Design floods (with return period in year) were Q2 = 111.40 m3/s, Q5 = 136.84 m3/s, Q10 = 159.32 m3/s, Q25 = 174.61 m3/s, Q50 = 185.13 m3/s, Q100 = 198.08 m3/s, Q200 = 210.55 m3/s, Q1000 = 231.91 m3/s and the probable maximum flood was 476.88 m3/s. Hydraulic analysis of spillway used USBR method for spillway, Hind's equation for the side channel, energy equation with standard step method for the transition and chuteway channel. Local scouring depth was calculated using the Schotlisch and Veronise equation. Total head on crest spillway for Q2 = 0.92 m, Q1000 = 1.68 m and for QPMF = 1.92 m. The highest measurement error is 3.16% according to the total head on crest spillway. Cavitation was observed in chuteway. Flow is subcritical (Froude < 1) in the side channel and supercritical in the transition channel. The final design for the spillway and chuteway were safe from impact of cavitation, pulsating flow, and local scouring.

Spillway for Benbrook Dam, Clear Fork of the Trinity River, Texas: Model Investigation

DTIC Science & Technology

1949-03-01

section at tho too of tho spillway to tho trapezoidal cross section of tho exit channel. Concreto training walls 11 ft in height will confine the...embankment sections to the spillway, thus eliminating the concreto sec- tiona . This procedure would require training walls at each abutment t o protect

Assessing the integrity of spillway foundations

NASA Astrophysics Data System (ADS)

Hsu, Keng-Tsang; Chiang, Chih-Hung; Cheng, Chia-Chi

2017-02-01

The erosion under a spillway can be a long-term issue that threatens the structural integrity of a water reservoir. The spillways under investigation were suspected to be defective after they had been commissioned in 1987 and 1939, respectively. Potholes and subsurface cavities were confirmed in the safety assessment using various NDT techniques including ground penetrating radar and impact echo. The GPR inspection was able to differentiate the intact region from the cavities under concrete slabs. The impact echo results and associated analyses provided further evidence of inferior condition in the soil under the concrete slabs. The engineering team designed and executed the repair projects based on the conclusion of the integrity assessment. Repetitive GPR scans were also carried out after the rehabilitation of spillways. Not only the quality of repair can be evaluated, the scans also provided a baseline record for long-term condition assessment of the spillway and the reservoir in the future.

Effect of using guide walls and piers with different geometries on the flow at entrance of a spillway

NASA Astrophysics Data System (ADS)

Jahani, Matin; Sarkardeh, Hamed; Jabbari, Ebrahim

2018-03-01

In the present paper, the effect of guide wall and pier geometry on the flow pattern of a dam spillway was studied. Different scenarios were numerically simulated to optimize the geometry of the guide walls and piers of the spillway in different hydraulic conditions. The RNG and VOF models were used for turbulence and free surface simulations, respectively. Numerical results were validated with experimental data and good agreement was found with an average relative deviation of less than 10%. Results showed that the vertical inclination of the guide wall and pier was the main affecting factor in the approach flow condition through the spillway. A 44% increase in the vertical inclination of the guide wall resulted in a 43% reduction of the turbulence factor and in a 13% increment of the discharge coefficient of the spillway. By increasing the vertical inclination of the piers of the spillway by 28%, the flow behaviour becomes more uniform and the discharge coefficient increases by as much as 11%. Moreover, the results indicate that increasing the straight length of the guide wall leads to a reduction of the depth-averaged velocity and of the turbulence energy in the approach channel.

Ice Harbor Spillway Dissolved Gas Field Studies: Before and After Spillway Deflectors

DTIC Science & Technology

2016-07-01

Executive Summary The operation of spillways on the Columbia and Snake Rivers causes the absorption of atmospheric gases (chiefly nitrogen and oxygen) to...chiefly nitrogen and oxygen) to super- saturated levels. For many operations, the total dissolved gas (TDG) levels exceed state and National...powerhouse releases. However, these mass- balance calculations conclusively show that a substantial portion of the powerhouse discharge becomes entrained

Evaluation of Boundary Dam spillway using an Autonomous Sensor Fish Device

DOE Office of Scientific and Technical Information (OSTI.GOV)

Deng, Z. D.; Duncan, J. P.; Arnold, J. L.

Fish passage conditions over spillways are important for the operations of hydroelectric dams because spillways are usually considered as a common alternative passage route to divert fish from the turbines. The objectives of this study were to determine the relative potential of fish injury during spillway passage both before and after the installation of baffle blocks at Boundary Dam, and to provide validation data for a model being used to predict total dissolved gas levels. Sensor Fish were deployed through a release system mounted on the face of the dam in the forebay. Three treatments, based on the lateral positionmore » on the spillway, were evaluated for both the baseline and post-modification evaluations: Left Middle, Right Middle, and Right. No significant acceleration events were detected in the forebay, gate, or transition regions for any release location; events were only observed on the chute and in the tailrace. Baseline acceleration events observed in the chute region were all classified as strikes, whereas post-modification events included strike and shear on the chute. While the addition of baffle blocks increased the number of significant events observed on the spillway chute, overall fewer events were observed in the tailrace post-modification. Analysis of lateral positioning of passage indicated that the Right Middle treatment was potentially less injurious to fish based on relative frequency of significant events at each location. The construction of baffle blocks on the spillway visibly changed the flow regime. Prior to installation the flow jet was relatively thin, impacting the tailrace as a coherent stream that plunged deeply, possibly contributing to total dissolved gas production. Following baffle block construction, the discharge jet was more fragmented, potentially disrupting the plunge depth and decreasing the time that bubbles would be at depth in the plunge pool. The results in this study support the expected performance of the modified spillway chute: the addition of the baffle blocks generally lessened the depth and impact of entry. This study provides information that can be used to help design and operate spillways for improving fish passage conditions.« less

A multi-year analysis of passage and survival at McNary Dam, 2004-09

USGS Publications Warehouse

Adams, Noah S.; Walker, C.E.; Perry, R.W.

2011-01-01

We analyzed 6 years (2004–09) of passage and survival data collected at McNary Dam to determine how dam operations and environmental conditions affect passage and survival of juvenile salmonids. A multinomial logistic regression was used to examine how environmental variables and dam operations relate to passage behavior of juvenile salmonids at McNary Dam. We used the Cormack-Jolly-Seber release-recapture model to determine how the survival of juvenile salmonids passing through McNary Dam relates to environmental variables and dam operations. Total project discharge and the proportion of flow passing the spillway typically had a positive effect on survival for all species and routes. As the proportion of water through the spillway increased, the number of fish passing the spillway increased, as did overall survival. Additionally, survival generally was higher at night. There was no meaningful difference in survival for fish that passed through the north or south portions of the spillway or powerhouse. Similarly, there was no difference in survival for fish released in the north, middle, or south portions of the tailrace. For subyearling Chinook salmon migrating during the summer season, increased temperatures had a drastic effect on passage and survival. As temperature increased, survival of subyearling Chinook salmon decreased through all passage routes and the number of fish that passed through the turbines increased. During years when the temporary spillway weirs (TSWs) were installed, passage through the spillway increased for spring migrants. However, due to the changes made in the location of the TSW between years and the potential effect of other confounding environmental conditions, it is not certain if the increase in spillway passage was due solely to the presence of the TSWs. The TSWs appeared to improve forebay survival during years when they were operated.

18. View southeast, west end of spillway, shows cribbing and ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

18. View southeast, west end of spillway, shows cribbing and metal ice shield - Sewall's Falls Hydroelectric Facility, East end of Second Street spanning Merrimack River, Concord, Merrimack County, NH

79. VIEW OF SPILLWAY THAT AUTOMATICALLY REGULATES HEIGHT OF WATER ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

79. VIEW OF SPILLWAY THAT AUTOMATICALLY REGULATES HEIGHT OF WATER IN RESERVOIR, 'BACKWATER OVERFLOW,' Print No. 233, April 1904 - Electron Hydroelectric Project, Along Puyallup River, Electron, Pierce County, WA

10. DETAIL VIEW OF SPILLWAY AT DAM 83, SHOWING RIVER ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

10. DETAIL VIEW OF SPILLWAY AT DAM 83, SHOWING RIVER COBBLE PAVING (FOREGROUND) AND WINGWALL, LOOKING EAST - Upper Souris National Wildlife Refuge, Dam 83, Souris River Basin, Foxholm, Surrey (England), ND

11. VIEW OF SPILLWAY AT DAM 83, SHOWING REFUGE HEADQUARTERS ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

11. VIEW OF SPILLWAY AT DAM 83, SHOWING REFUGE HEADQUARTERS ON THE HORIZON (LEFT, CENTER), LOOKING EAST - Upper Souris National Wildlife Refuge, Dam 83, Souris River Basin, Foxholm, Surrey (England), ND

10. DETAIL VIEW OF RIVERCOBBLE WEIR WALL OF THE SPILLWAY ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

10. DETAIL VIEW OF RIVER-COBBLE WEIR WALL OF THE SPILLWAY NEAR THE EAST END, DAM 87, LOOKING NORTHWEST - Upper Souris National Wildlife Refuge, Dam 87, Souris River Basin, Foxholm, Surrey (England), ND

9. VIEW OF SPILLWAY AT DAM 83, SHOWING LOCATION OF ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

9. VIEW OF SPILLWAY AT DAM 83, SHOWING LOCATION OF FORMER CONCRETE FLASHBOARD STRUCTURE ON RIGHT, LOOKING WEST - Upper Souris National Wildlife Refuge, Dam 83, Souris River Basin, Foxholm, Surrey (England), ND

41. Upstream end of emergency spillway excavation. Photographer unknown, 1929. ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

41. Upstream end of emergency spillway excavation. Photographer unknown, 1929. Source: Arizona Department of Water Resources (ADWR). - Waddell Dam, On Agua Fria River, 35 miles northwest of Phoenix, Phoenix, Maricopa County, AZ

12. MAIN CANAL SPILLWAY AND WASTEWAY NO. 2, JUST ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

12. MAIN CANAL - SPILLWAY AND WASTEWAY NO. 2, JUST ABOVE DARK CANYON SIPHON. VIEW TO SOUTH - Carlsbad Irrigation District, Main Canal, 4 miles North to 12 miles Southeast of Carlsbad, Carlsbad, Eddy County, NM

National Dam Safety Program. Roxbury Dam (Inventory Number 788) Delaware River Basin, Delaware County, New York. Phase I Inspection Report,

DTIC Science & Technology

1980-05-21

service spillway was analyzed as a sharp - crested weir with:.a discharge coefficient (c) of 3.1. The auxiliary spillway channel was analyzed as a broad ...upstream portion of this channel is a concrete structure which forms a 27.4 foot long rectangular weir . There is a 5 foot vertical drop beyond the crest ...I on 1.5 Crest Width (ft) 12 g. Service Spillway Type: Concrete channel-rectangular weir . Five foot vertical drop beyond crest . Masonry and laid up

National Program for Inspection of Non-Federal Dams. Egypt Reservoir Dam (MA 01063), Housatonic River Basin, Dalton, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1981-03-01

Leaks Water 21 feet down from top of in Gate Chamber manhole. Cracks Minor in masonry joints between stone. Rusting or Corrosion of Steel Yes, rebar ...approximately 370 feet long, wiha maximum hydraulic height of 34 feet. There is a 28-foot wide concrete chute spillway at the easterly abutment., The...at the west end. There is a concrete chute spillway with a 28-foot wide stone slab crest at the easterly abutment. The concrete spillway channel

National Program for Inspection of Non-Federal Dams. Mashhpaug Pond Spillway (CT 00640), Dike (CT 01699), Dam (CT 01700), Quinebaug River Basin, Union, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1981-03-01

south- erly end marks the beginning of Bigelow Brook. Masha - paug Pond is located just south of Interstate Route 86 and the Massachusetts...cannot be controlled at this structure since it has no outlet works. 3. Spillway and Appurtenances: The spillway at Masha - pauq Pond is a reinforced...these sites. 4 4 0 h. Design and Construction History: Facilities at Masha - paug Pond were originally constructed in 1740 for the generation of

3. VIEW OF SPILLWAY DAM AND POWERHOUSE FOREGROUND, SHOWING NINE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

3. VIEW OF SPILLWAY DAM AND POWERHOUSE FOREGROUND, SHOWING NINE MILE RESERVOIR IN LEFT BACKGROUND, LOOKING WEST - Nine Mile Hydroelectric Development, Dam, State Highway 291 along Spokane River, Nine Mile Falls, Spokane County, WA

3. Keechelus Dam from northern shoulder, with spillway boom at ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

3. Keechelus Dam from northern shoulder, with spillway boom at right foreground and outlet gate tower at right background. View to south. - Keechelus Dam, Yakima River, 10 miles northwest of Easton, Easton, Kittitas County, WA

6. VIEW OF SPILLWAY TIMBERS AND WATER CONTROL BOX, SHOWING ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

6. VIEW OF SPILLWAY TIMBERS AND WATER CONTROL BOX, SHOWING WATER CONTROL BOX WITH LOWERED LAKE LEVEL - Three Bears Lake & Dams, Water Control Box, North of Marias Pass, East Glacier Park, Glacier County, MT

10. VIEW WEST TOWARD DOWNSTREAM SIDE OF SPILLWAY FROM UNDERSIDE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

10. VIEW WEST TOWARD DOWNSTREAM SIDE OF SPILLWAY FROM UNDERSIDE OF GARDEN STATE PARKWAY ABUTMENT - Upper Doughty Dam, 200 feet west of Garden State Parkway, 1.7 miles west of Absecon, Egg Harbor City, Atlantic County, NJ

ECHETA DAM SPILLWAY. COMING OUT BELOW THE DAM. AT CENTER ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

ECHETA DAM SPILLWAY. COMING OUT BELOW THE DAM. AT CENTER OF PHOTO. VIEW TO NORTHEAST. - Echeta Dam & Reservoir, 2.9 miles east of Echeta Road at Echeta Railroad Siding at County Road 293, Echeta, Campbell County, WY

5. DETAIL VIEW OF TOE SPILLWAY SECTION OF LOWWATER DAM, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

5. DETAIL VIEW OF TOE SPILLWAY SECTION OF LOW-WATER DAM, LOOKING NORTHWEST (UPSTREAM). ST. LOUIS WATER DEPARTMENT INTAKE IN BACKGROUND - Upper Mississippi River 9-Foot Channel Project, Lock & Dam 27, Granite City, Madison County, IL

14. A VIEW ALONG AXIS OF OGEE SECTION OF THE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

14. A VIEW ALONG AXIS OF OGEE SECTION OF THE SPILLWAY STRUCTURE... Volume XVII, No. 14, November 29, 1939. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

30. CONSTRUCTION LAYOUT DETAILS OF OUTLET WORKS AND SPILLWAY. ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

30. CONSTRUCTION LAYOUT - DETAILS OF OUTLET WORKS AND SPILLWAY. Sheet C-10, September, 1938. File no. SA 343/1. - Prado Dam, Outlet Works, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

13. AERIAL VIEW SHOWING IN THE FOREGROUND, EXCAVATION FOR THE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

13. AERIAL VIEW SHOWING IN THE FOREGROUND, EXCAVATION FOR THE SPILLWAY APRON.... Volume XVII, No. 12, December 26, 1939. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

3. General view of upstream face, looking northwest. Spillway is ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

3. General view of upstream face, looking northwest. Spillway is at the far end of the dam. The Antelope Valley is visible in center background. - Little Rock Creek Dam, Little Rock Creek, Littlerock, Los Angeles County, CA

9. VIEW WEST TOWARD DOWNSTREAM SIDE OF SPILLWAY FROM NORTH ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

9. VIEW WEST TOWARD DOWNSTREAM SIDE OF SPILLWAY FROM NORTH SIDE OF DOWNSTREAM BANK OF DAM - Upper Doughty Dam, 200 feet west of Garden State Parkway, 1.7 miles west of Absecon, Egg Harbor City, Atlantic County, NJ

16. VIEW EASTERLY ALONG THE UPSTREAM SIDE OF THE OGEE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

16. VIEW EASTERLY ALONG THE UPSTREAM SIDE OF THE OGEE SECTION OF THE SPILLWAY.... Volume XVIII, No. 13, January 29, 1940. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

Monitoring of the Bonnet Carre Spillway Bridge during extreme overload.

DOT National Transportation Integrated Search

2003-10-01

This report concerns the monitoring of a portion of the Bonnet Carr Spillway Bridge during an extreme overload. On Tuesday, November 5, 2002, Tulane University was requested to monitor strain at the bottom flange of two adjacent prestressed girders...

Post-Pool Raise Spillway Prototype Test for Chief Joseph Dam, Columbia River, Washington.

DTIC Science & Technology

1987-04-01

low as -5 and -10 ft of water would exist on the spillway crest under free-flow conditions with pool el 956.0 and 958.8, respectively. 5. Details of...magnitude and irregular frequency, varying from 0.2 to 3.1 ft of water at frequencies of I to 32 Hz. The lowest mean and low pressures recorded were -6.9 and...and -8.0 ft of water , respectively, were measured on the spillway center line at an H/H ratio of 1.31. These low pressures, which d texceed those of

4. VIEW FROM NORTH SIDE OF SPILLWAY LOOKING WESTERLY AT ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

4. VIEW FROM NORTH SIDE OF SPILLWAY LOOKING WESTERLY AT THE TWO WATER INTAKE STRUCTURES AND FOOT BRIDGES - Upper Doughty Dam, 200 feet west of Garden State Parkway, 1.7 miles west of Absecon, Egg Harbor City, Atlantic County, NJ

1. VIEW WEST, GENERAL VIEW OF DAM, WITH CANAL SPILLWAY, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

1. VIEW WEST, GENERAL VIEW OF DAM, WITH CANAL SPILLWAY, WEST ABUTMENT, AND GATEHOUSE IN DISTANCE - Norwich Water Power Company, West bank of Shetucket River beginning opposite Second Street & extending .8 mile northward, Greenville section, Norwich, New London County, CT

2. VIEW SOUTH, GENERAL VIEW SHOWING CANAL, CANAL SPILLWAY ON ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

2. VIEW SOUTH, GENERAL VIEW SHOWING CANAL, CANAL SPILLWAY ON LEFT, DRAIN GATE GATEHOUSE IN DISTANCE - Norwich Water Power Company, West bank of Shetucket River beginning opposite Second Street & extending .8 mile northward, Greenville section, Norwich, New London County, CT

2. SPILLWAYS AND ROCKDROP, SANTA ANA NO. 3, EXHIBIT L, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

2. SPILLWAYS AND ROCK-DROP, SANTA ANA NO. 3, EXHIBIT L, JAN. 25, 1956. SCE drawing no. 541724 (sheet 5; for filing with Federal Power Commission). - Santa Ana River Hydroelectric System, SAR-3 Forebay & Penstock, Redlands, San Bernardino County, CA

30. PLAN AND SECTION DRAWINGS OF SPILLWAY, HEADGATES AND MACHINERY, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

30. PLAN AND SECTION DRAWINGS OF SPILLWAY, HEADGATES AND MACHINERY, PENSTOCKS, SURGE TANKS, AND POWERHOUSE General plan and sections, Drawing F1709. Prepared by the Washington Water Power Company, April 23, 1924. - Enloe Dam, On Similkameen River, Oroville, Okanogan County, WA

VIEW OF DOWNSTREAM SIDE OF CHECK DAM, CONCRETE SPILLWAY WITH ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

VIEW OF DOWNSTREAM SIDE OF CHECK DAM, CONCRETE SPILLWAY WITH MORTARED ROCK WALLS, AND CIPPOLETTI WEIR ON TUMALO RESERVOIR FEED CANAL NEAR COLLINS ROAD (IN BACKGROUND). LOOKING NORTHEAST - Tumalo Irrigation District, Tumalo Project, West of Deschutes River, Tumalo, Deschutes County, OR

Seismic signature of turbulence during the 2017 Oroville Dam spillway erosion crisis

NASA Astrophysics Data System (ADS)

Goodling, Phillip J.; Lekic, Vedran; Prestegaard, Karen

2018-05-01

Knowing the location of large-scale turbulent eddies during catastrophic flooding events improves predictions of erosive scour. The erosion damage to the Oroville Dam flood control spillway in early 2017 is an example of the erosive power of turbulent flow. During this event, a defect in the simple concrete channel quickly eroded into a 47 m deep chasm. Erosion by turbulent flow is difficult to evaluate in real time, but near-channel seismic monitoring provides a tool to evaluate flow dynamics from a safe distance. Previous studies have had limited ability to identify source location or the type of surface wave (i.e., Love or Rayleigh wave) excited by different river processes. Here we use a single three-component seismometer method (frequency-dependent polarization analysis) to characterize the dominant seismic source location and seismic surface waves produced by the Oroville Dam flood control spillway, using the abrupt change in spillway geometry as a natural experiment. We find that the scaling exponent between seismic power and release discharge is greater following damage to the spillway, suggesting additional sources of turbulent energy dissipation excite more seismic energy. The mean azimuth in the 5-10 Hz frequency band was used to resolve the location of spillway damage. Observed polarization attributes deviate from those expected for a Rayleigh wave, though numerical modeling indicates these deviations may be explained by propagation up the uneven hillside topography. Our results suggest frequency-dependent polarization analysis is a promising approach for locating areas of increased flow turbulence. This method could be applied to other erosion problems near engineered structures as well as to understanding energy dissipation, erosion, and channel morphology development in natural rivers, particularly at high discharges.

5. GENERAL VIEW OF EASTERLY ELEVATION OF SPILLWAY; VIEW TO ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

5. GENERAL VIEW OF EASTERLY ELEVATION OF SPILLWAY; VIEW TO SOUTHWEST ACROSS CANAL PRISM, FROM ROUTE 146 EMBANKMENT. - Blackstone Canal Millbury Segment, Beginning northwest of State Route 146 & McCracken Road, running along west side of Route 146, Millbury, Worcester County, MA

12. ...CONCRETE IS BEING PLACED FOR THE FOUNDATION FOR THE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

12. ...CONCRETE IS BEING PLACED FOR THE FOUNDATION FOR THE WEST END OF THE OGEE SECTION OF SPILLWAY STRUCTURE. Volume XVI, No. 20, September 29, 1939. - Prado Dam, Spillway, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

15. DETAIL EXTERIOR VIEW LOOKING NORTH SHOWING REINFORCED CONCRETE PILLBOX ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

15. DETAIL EXTERIOR VIEW LOOKING NORTH SHOWING REINFORCED CONCRETE PILLBOX ON BRADFORD ISLAND END OF DAM/SPILLWAY; THE PILLBOX WAS BUILT DURING WORLD WAR II TO HELP PROTECT THE DAM/SPILLWAY FROM SABOTAGE. - Bonneville Project, Bonneville Dam, Columbia River, Bonneville, Multnomah County, OR

Observations on dam cvertopping protection: RCC stepped spillway research

USDA-ARS?s Scientific Manuscript database

Research conducted over the last decade has led to improved understanding on the design and hydraulic performance of stepped spillways applied to embankment dams for overtopping protection. This research has demonstrated that the free-surface air entrainment inception point (Li), step height to cri...

Energy dissipation on a 4(H):1(V) stepped spillway

USDA-ARS?s Scientific Manuscript database

Many small earthen embankments are faced with inadequate spillway capacity due to filled sediment pools filled with sediment and sediment now filling flood pools. Additionally, hydrologic conditions have changed as a result of urbanization; thereby causing changes in the hazard classification of th...

13. VIEW SHOWING MOST OF THE PERIMETER FROM SPILLWAY BOX ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

13. VIEW SHOWING MOST OF THE PERIMETER FROM SPILLWAY BOX TO END OF EAST DAM. FOREGROUND VIEW SHOWS TRIPLE WALL CONSTRUCTION OF TONGUE AND GROOVE PLANKING USED IN CRIBBING - Three Bears Lake & Dams, North of Marias Pass, East Glacier Park, Glacier County, MT

Earth Observations taken by the Expedition 17 Crew

NASA Image and Video Library

2008-04-29

ISS017-E-005763 (29 April 2008) --- Lake Pontchartrain and the Bonnet Carre Spillway, Louisiana, are featured in this image photographed by an Expedition 17 crewmember on the International Space Station. Lake Pontchartrain, a big body of water immediately north of New Orleans, occupies the upper part of this view, with the winding course of the muddy Mississippi River snaking across the bottom of the image (flow is east, from left to right). The city of New Orleans is sandwiched between the lake and river. Heavy rain in March and April 2008 in the Mississippi's catchment area raised water levels in the river sufficiently to make the Army Corps of Engineers take action. To reduce the volume of the river where it passes through New Orleans, the Corps opened the Bonnet Carre Spillway (lower left), a major engineering structure 18 kilometers upriver from New Orleans. The spillway, a 1.6 kilometer-wide gap in the developments along the Mississippi levees, is an integral part of the river and canal system that allows Mississippi river water to flow into Lake Pontchartrain. The spillway control structure itself is visible as a thin, discontinuous, white line along the river's edge in this image. The spillway has only been opened eight times since 1937. News of the opening in April 2008 was transmitted to crewmembers aboard the International Space Station who managed to capture the immediate effect of muddy water flowing down the spillway and into Lake Pontchartrain, where it forms great brown lobes in the otherwise green water. These lobes moved slowly east along the New Orleans shoreline, where the line of the Lake Pontchartrain Causeway, the longest bridge in the U.S., can be seen, top right. Opening the spillway protects New Orleans in various ways. First, it reduces pressure on the levees, which famously collapsed at some points during the onslaught of Hurricane Katrina in 2005. Keeping water levels below critical high levels also helps the river channel to accommodate the discharge of water, and reduces both the speed of flow and cross currents in the river which can interfere with vessels navigating the river -- or even cause collisions with levees.

National Dam Inspection Program. Lake Walter Dam (NDI I.D. Number PA-0080 DER I.D. Number 058-135) Susquehanna River Basin. Tributary of Messhoppen Creek, Susquehanna County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1981-03-19

on the design drawings appear to be from an arbitrary site datum. a. Drainage Area 0.49 square mile(1) b. Discharge at Dam Site ( cfs ) Maximum known...555 cfs ) meets the state’s "C" curve criteria. The report further notes that sufficient storage is provided between normal pool and emergency spillway...spillway, both located near the left abutment. The combined spillway capacity was estimated to be 6500 cfs , based on 6.8 feet of available freeboard

5. VIEW FROM TOP OF DAM ABOVE SPILLWAY LOOKING WESTERLY ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

5. VIEW FROM TOP OF DAM ABOVE SPILLWAY LOOKING WESTERLY TO NORTHWESTERLY ACROSS RESERVOIR. TWO WATER INTAKE STRUCTURES AND FOOT BRIDGES IN FOREGROUND - Upper Doughty Dam, 200 feet west of Garden State Parkway, 1.7 miles west of Absecon, Egg Harbor City, Atlantic County, NJ

Estimated splash and training wall height requirements for stepped chutes applied to embankment dams

USDA-ARS?s Scientific Manuscript database

Aging embankment dams are commonly plagued with insufficient spillway capacity. To provide increased spillway capacity, stepped chutes are frequently applied as an overtopping protection system for embankment dams. Stepped chutes with sufficient length develops aerated flow. The aeration and flow...

4. PLAN AND PROFILES OF PENSTOCK AND SPILLWAY PIPE, SANTA ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

4. PLAN AND PROFILES OF PENSTOCK AND SPILLWAY PIPE, SANTA ANA NO. 3, EXHIBIT L, JAN. 25, 1956. SCE drawing no. 541726 (sheet 7; for filing with Federal Power Commission). - Santa Ana River Hydroelectric System, SAR-3 Forebay & Penstock, Redlands, San Bernardino County, CA

When air really matters: Flow depth relationships for stepped spillways

USDA-ARS?s Scientific Manuscript database

With changing demographics in the vicinity of aging embankment dams, hazard creep, a change in classification from low to significant or high, can become problematic and limit rehabilitation options. The most common deficiency for embankment dams due to hazard creep is inadequate spillway capacity....

Repair of Morganza Spillway Bridge bent pile cap using carbon fiber reinforcement (CFR).

DOT National Transportation Integrated Search

2016-04-01

The pile cap of an end bent of the Morganza Spillway Bridge suffered extensive damage at the girder bearing locations, : particularly on the side where the pounding of the girders by the adjacent concrete deck located on the approach side of the : be...

29. SECTION DRAWINGS OF HEADGATE IN RIGHT (WEST) ABUTMENT, SPILLWAY, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

29. SECTION DRAWINGS OF HEADGATE IN RIGHT (WEST) ABUTMENT, SPILLWAY, AND PENSTOCK Sections and profiles of dam and pipe line, Exhibit J(3). Prepared by C. F. Uhden, electrical engineer, for the Okanogan Valley Power Company, 1916. - Enloe Dam, On Similkameen River, Oroville, Okanogan County, WA

Energy dissipation for flat-sloped stepped spillways using new inception point relationship

USDA-ARS?s Scientific Manuscript database

Transforming from a rural to an urban landscape has created a change in hazard classification for many earthen embankments. As a result, these facilities provide inadequate spillway capacity for the upgraded hazard rating. To bring these dams into compliance with state and federal dam safety regul...

50. ROCK DROP AND FISH WHEEL, CONDUIT NO. 1 SPILLWAY, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

50. ROCK DROP AND FISH WHEEL, CONDUIT NO. 1 SPILLWAY, FLUME NO. 17, EXHIBIT L, SANTA ANA RIVER NO. 1 PROJECT, APR. 30, 1945. SCE drawing no. 523192 (sheet no. 2; for filing with the Federal Power Commission). - Santa Ana River Hydroelectric System, Redlands, San Bernardino County, CA

Energy dissipation on flat-sloped stepped spillways: Part 2. Downstream of the inception point

USDA-ARS?s Scientific Manuscript database

Many small earthen embankments are faced with inadequate spillway capacity due to filled sediment pools filled with sediment and sediment now filling flood pools. Additionally, hydrologic conditions have changed as a result of urbanization; thereby causing changes in the hazard classification of th...

Repair of Morganza Spillway Bridge bent pile cap using carbon fiber reinforcement (CFR) : tech summary.

DOT National Transportation Integrated Search

2016-04-01

The pile cap of an end bent of the Morganza Spillway Bridge suffered extensive damage at the girder bearing locations, particularly on the side where the pounding of the girders by the adjacent concrete deck located on the approach side of the bent. ...

Discussion of "Simple design criterion for residual energy on embankment dam stepped spillways" by Stefan Felder and Hubert Chanson

USDA-ARS?s Scientific Manuscript database

Researchers from the University of Queensland of New South Wales provided guidance to designers regarding the hydraulic performance of embankment dam stepped spillways. Their research compares a number of high-quality physical model data sets from multiple laboratories, emphasizing the variability ...

Repair of Morganza Spillway Bridge Bent Pile Cap Using Carbon Fiber Reinforcement (CFR) : Research Project Capsule

DOT National Transportation Integrated Search

2012-09-01

The pile cap of an end bent of the Morganza Spillway Bridge suff ered extensive damage at the girder bearing : locations on one side, due to the pounding of the girders at these locations by the adjacent concrete deck : located on the approach side o...

Phosphorus Loadings Associated with a Park Tourist Attraction: Limnological Consequences of Feeding the Fish

NASA Astrophysics Data System (ADS)

Turner, Andrew M.; Ruhl, Nathan

2007-04-01

The Linesville spillway of Pymatuning State Park is one of the most visited tourist attractions in Pennsylvania, USA, averaging more than 450,000 visitors · year-1. Carp ( Cyprinus carpio Linnaeus) and waterfowl congregate at the spillway where they are fed bread and other foods by park visitors. We hypothesized that the “breadthrowers” constitute a significant nutrient vector to the upper portion of Pymatuning Reservoir. In the summer of 2002, we estimated phosphorus loadings attributable to breadthrowers, and compared these values to background loadings from Linesville Creek, a major tributary to the upper reservoir. Items fed to fish included bread, donuts, bagels, canned corn, popcorn, corn chips, hot dogs, birthday cakes, and dog food. Phosphorus loading associated with park visitors feeding fish was estimated to be 3233 g day-1, and estimated P export from the Linesville Creek watershed was 2235 g·day-1. P loading attributable to breadthrowers exceeded that of the entire Linesville Creek watershed on 33 of the 35 days of study, with only a heavy rainfall event triggering watershed exports that exceeded spillway contributions. Averaged across 5 weeks, breadthrowers contributed 1.45-fold more P to Pymatuning Reservoir than the Linesville Creek watershed. If Linesville Creek P exports are extrapolated to the entire Sanctuary Lake watershed, spillway contributions of P added 48% to the non-point source watershed P entering the lake. Park visitors feeding fish at the Linesville Spillway are a significant source of nutrients entering Sanctuary Lake.

75 FR 16453 - Domtar Maine LLC; Notice of Petition for Declaratory Order and Soliciting Comments, Protests, and...

Federal Register 2010, 2011, 2012, 2013, 2014

2010-04-01

..., containing a gated timber spillway structure 65 feet wide, with 3 gates and a fish passage facility; (2) a... timber crib structure, 485 feet long and 13 feet high, containing a gated spillway structure, 77 feet... appurtenances; and (B) Sysladobsis Lake development: (1) Sysladobsis Lake Dam, an earth embankment structure...

6. UPSTREAM VIEW OF THE SPILLWAY OF THE POST FALLS ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

6. UPSTREAM VIEW OF THE SPILLWAY OF THE POST FALLS POWERHOUSE, WITH A PARTIAL VIEW OF THE MODERN TRANSFORMER IN THE FOREGROUND, AND THE OLD SWITCHING BUILDING IN THE LEFT BACKGROUND, LOOKING SOUTHEAST. - Washington Water Power Company Post Falls Power Plant, Middle Channel Powerhouse & Dam, West of intersection of Spokane & Fourth Streets, Post Falls, Kootenai County, ID

12. Photographic copy of photograph, I.E. Houk, Jr., photographer, 26 ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

12. Photographic copy of photograph, I.E. Houk, Jr., photographer, 26 September 1951 (original print located at U.S. Bureau of Reclamation Upper Columbia Area Office, Yakima, Washington). "Keechelus Dam spillway. Placing concrete with scoopmobile and 'buggies', Hall Atwater Co." - Keechelus Dam, Spillway, Yakim River, 10 miles northwest of Easton, Easton, Kittitas County, WA

Numerical modeling of flow and sediment transport in Lake Pontchartrain due to flood release from Bonnet Carré Spillway

USDA-ARS?s Scientific Manuscript database

In this study, the flow fields and sediment transport in Lake Pontchartrain during a flood release from Bonnet Carré Spillway (BCS) was simulated using the computational model CCHE2D developed at the National Center for Computational Hydroscience and Engineering (NCCHE), the University of Mississipp...

Adult chinook salmon passage at Little Goose Dam in relation to spill operations

USGS Publications Warehouse

Jepson, M.A.; Caudill , C.C.; Clabough, T.S.; Peery, C.A.; Beeman, J.W.; Fielding, S.

2009-01-01

Spill patterns at Little Goose Dam in 2007 were modified in anticipation of a spillway weir installation intended to improve downstream passage of juvenile salmonids. However, in spill pattern was associated with reduced daily counts of adult salmon passing the dam. Consequently, the behaviors and upstream passage times of radio-tagged adult spring–summer Chinook salmon were evaluated in response to three spillway discharge patterns at Little Goose Dam during 2008. Simultaneously, tailrace conditions were characterized by monitoring the downstream paths of GPS-equipped drogues. Two of the spill treatments (i.e., Bulk and Alternate) were variations of patterns thought to mimic those produced if a spillway weir was installed. The third treatment (Uniform) was characterized by spilling similar volumes of water through most spillbays.

76 FR 54751 - Putnam Green Power, LLC; Notice of Application Accepted for Filing With the Commission, Intent To...

Federal Register 2010, 2011, 2012, 2013, 2014

2011-09-02

... to the small size and particular location of this project and the close coordination with state and... Project would consist of: (1) Two existing concrete gravity dams consisting of a 60-foot-long, 18-foot-high overflow spillway, and an 85-foot-long, 18-foot-high gated spillway separated by a 70-foot-long...

Sediment and nutrient trapping as a result of a temporary Mississippi River floodplain restoration: The Morganza Spillway during the 2011 Mississippi River Flood

USGS Publications Warehouse

Kroes, Daniel; Schenk, Edward R.; Noe, Gregory; Benthem, Adam J.

2015-01-01

The 2011 Mississippi River Flood resulted in the opening of the Morganza Spillway for the second time since its construction in 1954 releasing 7.6 km3 of water through agricultural and forested lands in the Morganza Floodway and into the Atchafalaya River Basin. This volume, released over 54 days, represented 5.5% of the Mississippi River (M.R.) discharge and 14% of the total discharge through the Atchafalaya River Basin (A.R.B.) during the Spillway operation and 1.1% of the M.R. and 3.3% of the A.R.B. 2011 water year discharge. During the release, 1.03 teragrams (Tg) of sediment was deposited on the Morganza Forebay and Floodway and 0.26 Tg was eroded from behind the Spillway structure. The majority of deposition (86 %) occurred in the Forebay (upstream of the structure) and within 4 km downstream of the Spillway structure with minor deposition on the rest of the Floodway. There was a net deposition of 26 × 10−4 Tg of N and 5.36 × 10−4 Tg of P, during the diversion, that was equivalent to 0.17% N and 0.33% P of the 2011 annual M.R. load. Median deposited sediment particle size at the start of the Forebay was 13 μm and decreased to 2 μm 15 km downstream of the Spillway structure. Minimal accretion was found greater than 4 km downstream of the structure suggesting the potential for greater sediment and nutrient trapping in the Floodway. However, because of the large areas involved, substantial sediment mass was deposited even at distances greater than 30 km. Sediment and nutrient deposition on the Morganza Floodway was limited because suspended sediment was quickly deposited along the flowpath and not refreshed by incremental water exchanges between the Atchafalaya River (A.R.) and the Floodway. Sediment and nutrient trapping could have been greater and more evenly distributed if additional locations of hydraulic input from and outputs to the A.R. (connectivity) were added.

Analysis of the hydrological safety of dams combining two numerical tools: Iber and DualSPHysics

NASA Astrophysics Data System (ADS)

González-Cao, J.; García-Feal, O.; Domínguez, J. M.; Crespo, A. J. C.; Gómez-Gesteira, M.

2018-02-01

The upgrade of the hydrological safety of dams is a critical issue to avoid failures that can dramatically affect people and assets. This paper shows a numerical methodology to analyse the safety of the Belesar dam (NW, Spain) based on two different numerical codes. First, a mesh-based code named Iber, suited to deal with large 2-D domains, is used to simulate the impoundment. The initial conditions and the inlet provided to Iber correspond to the maximum water elevation and the maximum expected inflow to the impoundment defined in the technical specifications of the dam, which are associated to the more hazardous operation conditions of the dam. Iber provides information about the time needed for water to attain the crest of the dam when floodgates are closed. In addition, it also provides the velocity of discharge when gates are opened. Then, a mesh-free code named DualSPHysics, which is especially suited to deal with complex and violent 3-D flows, is used to reproduce the behaviour of one of the spillways of the dam starting from the results obtained with Iber, which are used as inlet conditions for DualSPHysics. The combined results of both model show that the left spillway can discharge the surplus of water associated to the maximum inflow to the reservoir if the gates of the spillways are opened before the overtopping of the dam was observed. In addition, water depth measured on the spillway is considerably lower than the lateral walls, preventing overtopping. Finally, velocities at different points of the spillway showed to be in good agreement with theoretical values.

Importance of using roller compacted concrete in techno-economic investigation and design of small dams

NASA Astrophysics Data System (ADS)

Rouissat, Bouchrit; Smail, N.; Zenagui, S.

2017-12-01

In recent years, and under constraints caused by persistent drought, Algeria has launched a new mobilization strategy for surface water resources from small and medium dams. However, by making a review of the studies and achievements of twenty small dams in the west of Algeria, some deficiencies appeared. In addition to reservoir siltation assessment, operation spillways have been the major constraint on the reliability of these types of dams. The objective of this paper is to use the roller compacted concrete (RCC) for small dams' design for the benefit it offers and its ability to incorporate spillways. The development of this reflection was applied to the Khneg Azir earth dam situated in southwest of Algeria. Its uncontrolled lateral spillway has registered significant damage following the flood of October 2005, amounted, at that time, to more than 100 million Algerian dinars (1 million US Dollars). The present research encompasses a technical and economical comparative analysis concerning multiple criteria dam design types coupled with the conjugation of the spillways. Thus, on the basis of financial estimates calculated for all design types, the variant RCC remains competitive with that of the earth dam's spillway isolated (Less than 40% of the cost). To assess the mechanical behavior of the foundations for both types of dams, (earth and RCC dams), numerical modeling has been undertaken, according to the comparative analysis of deformations in the foundations. Analysis of deformations showed that the average foundation deformations was between (0.052-0.85) m for earth dam and (0.023-0.373) m for RCC dam. These economical and technical considerations open up important prospects for the use of RCC in the design of small dams.

11. Photographic copy of photograph, photographer unknown, 2 July 1938 ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

11. Photographic copy of photograph, photographer unknown, 2 July 1938 (original print located at U.S. Bureau of Reclamation Upper Columbia Area Office, Yakima, Washington). "Inspecting concrete on upstream face of Keechelus Dam spillway. Joseph Jacobs, consulting engineer; M.B. Lemon, Gatetender; Paul Taylor, assistant engineer; and C.H. Paul, consulting engineer." - Keechelus Dam, Spillway, Yakim River, 10 miles northwest of Easton, Easton, Kittitas County, WA

Numerical modeling of sediment transport and its effect on algal biomass distribution in Lake Pontchartrain due to flood release from Bonnet Carré Spillway

USDA-ARS?s Scientific Manuscript database

In order to protect the city of New Orleans from the Mississippi River flooding, the Bonnet Carré Spillway (BCS) was constructed from 1929 to 1936 to divert flood water from the river into Lake Pontchartrain and then into the Gulf of Mexico. During the BCS opening for flood release, large amount of ...

22. CLOSEUP VIEW OF A CANAL SPILLWAY LOCATED NORTHWEST OF ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

22. CLOSE-UP VIEW OF A CANAL SPILLWAY LOCATED NORTHWEST OF THE POWER PLANT. THE BRICK ARCH IN THE FOREGROUND IS A POSSIBLE REMNANT OF THE RAILROAD THAT USED TO BE LOCATED ON THE NORTHEAST SIDE OF THE FOUNDATIONS THAT THE POWER PLANT SITS UPON. - Potomac Power Plant, On West Virginia Shore of Potomac River, about 1 mile upriver from confluence with Shenandoah River, Harpers Ferry, Jefferson County, WV

Repair, Evaluation, Maintenance, and Rehabilitation Research Program. Geotechnical Aspects of Rock Erosion in Emergency Spillway Channels

DTIC Science & Technology

1986-08-01

8217 flooring unlined spillway channels. 115. Rippability was proposed by Weaver (1975) as a rock mass classifi- cation system that enables the assessment...geological. features which govern the as- sessment of rippability are rock type, haidness, weathering, stcucture, and fabric. Saismic P-wave velocity...channel. Rippability should be combined with a factor 84 that describes lithostratigraphic continuity in order to derive the erosion potential of the

Hydroacoustic Evaluation of Juvenile Salmonid Passage and Distribution at Detroit Dam, 2011

DOE Office of Scientific and Technical Information (OSTI.GOV)

Khan, Fenton; Royer, Ida M.; Johnson, Gary E.

Pacific Northwest National Laboratory evaluated juvenile salmonid passage and distribution at Detroit Dam (DET) on the North Santiam River, Oregon for the U.S. Army Corps of Engineers (USACE) to provide data to support decisions on long-term measures to enhance downstream passage at DET and others dams in USACE’s Willamette Valley Project. This study was conducted in response to regulatory requirements necessitated by the listing of Upper Willamette River Spring Chinook salmon (Oncorhynchus tshawytscha) and Upper Willamette River steelhead (O. mykiss) as threatened under the Endangered Species Act. The goal of the study was to provide information of juvenile salmonid passagemore » and distribution at DET from February 2011 through February 2012. The results of the hydroacoustic study provide new and, in some cases, first-ever data on passage estimates, run timing, distributions, and relationships between fish passage and environmental variables at the dam. This information will inform management decisions on the design and development of surface passage and collection devices to help restore Chinook salmon populations in the North Santiam River watershed above DET. During the entire study period, an estimated total of 182,526 smolt-size fish (±4,660 fish, 95% CI) passed through turbine penstock intakes. Run timing peaked in winter and early spring months. Passage rates were highest during late fall, winter and early spring months and low during summer. Horizontal distribution for hours when both turbine units were operated simultaneously indicated Unit 2 passed almost twice as much fish as Unit 1. Diel distribution for smolt-size fish during the study period was fairly uniform, indicating fish were passing the turbines at all times of the day. A total of 5,083 smolt-size fish (± 312 fish, 95% CI) were estimated passed via the spillway when it was open between June 23 and September 27, 2011. Daily passage was low at the spillway during the June-August period, and increased somewhat in September 2011. When the spillway was operated simultaneously with the turbines, spillway efficiency (efficiency is estimated as spillway passage divided by total project passage) was 0.72 and effectiveness (fish:flow ratio—proportion fish passage at a route (e.g., spillway) divided by proportion water through that route out of the total project) was 2.69. That is, when the spillway was open, 72% of the fish passing the dam used the spillway and 28% passed into the turbine penstocks. Diel distribution for smolt-size fish at the spillway shows a distinct peak in passage between mid-morning and mid-afternoon and low passage at night. We estimated that 23,339 smolt-size fish (± 572 fish, 95% CI) passed via the Regulating Outlet (RO) when it was open from October 29 through November 12, 2011, January 2-6, and January 20 through February 3, 2012. During the October–November period, RO passage peaked at 1,086 fish on November 5, with a second peak on November 7 (1,075 fish). When the RO was operated simultaneously with the turbines, RO efficiency was 0.33 and effectiveness was 0.89. In multiple regression analyses, a relatively parsimonious model was selected that predicted the observed fish passage data well. The best model included forebay temperature at depth, forebay elevation, total discharge, hours of daylight, and the operation period. The vertical distribution of fish in the forebay near the face of the dam where the transducers sampled showed fish were generally distributed throughout the water column during all four operational periods. During the refill and full pool periods, vertical distribution was bi-modal with surface-layer and mid-water modes. Patterns for day and night distributions were variable. Fish were distributed above and below the thermocline when it was present (full pool and drawdown periods).« less

Geotechnical Aspects of Rock Erosion in Emergency Spillway Channels. Report 5 Summary of Results, Conclusions and Recommendations

DTIC Science & Technology

1990-09-01

channel. Erosion susceptibility, similar to spillway evaluation, must emphasize rock-mass rating or classification systems (e.g. rippability ) which, when...recommends site-specific "proof of concept" testing of an Erosion Probability Index (EPI) based on rock-mass rippability rating and lithostratigraphic...and rock-mass parameters that provide key input parameters to Weaver’s (1975) Rippability Rating (RR) scheme (or Bieniawski’s (1974) Rock Mass Rating

Prediction of Scour below Flip Bucket using Soft Computing Techniques

NASA Astrophysics Data System (ADS)

Azamathulla, H. Md.; Ab Ghani, Aminuddin; Azazi Zakaria, Nor

2010-05-01

The accurate prediction of the depth of scour around hydraulic structure (trajectory spillways) has been based on the experimental studies and the equations developed are mainly empirical in nature. This paper evaluates the performance of the soft computing (intelligence) techiques, Adaptive Neuro-Fuzzy System (ANFIS) and Genetic expression Programming (GEP) approach, in prediction of scour below a flip bucket spillway. The results are very promising, which support the use of these intelligent techniques in prediction of highly non-linear scour parameters.

National Program for Inspection of Non-Federal Dams. Oliverian Dam (NH-00268) (NHWRB 02306), Connecticut River Basin, Benton, New Hampshire. Phase I Inspection Report.

DTIC Science & Technology

1979-05-01

Condition of protective coating ; _. inside and out Corrosion ; Damaged parts_; Loose___ Other . .- Concrete : Cracking_/ I Spallingo_; Other...spillways have uncontrolled inlets. The principal - spillway consists of a drop inlet concrete riser which discharges to a 48-inch diameter reinforced... concrete conduit which passes through the dam (see Photos 3 and 5). The concrete conduit discharges to a plunge pool at the pipe outlet. (See Photos 8 and 9

National Dam Safety Program. Watchung Lake Dam (NJ00767), Raritan River Basin, Stony Brook, Somerset County, New Jersey Phase I Inspection Report.

DTIC Science & Technology

1981-07-01

Safety Program Erosion Embankmients Watchung Lake Dam, N.J. Visual InspectionSeae IStructural Analysis Spillways 12M~ A0ST Acr (cathiue samvwgip @ta N...determined by a qualified professional consultant engaged by the owner using more sophisticated methods , procedures and studies within six months...be overtopped. (The SDF, in this instance, is one half of the Probable Maximum Flood). The decision to consider the spillway " inaae - quate" instead of

Stability analysis of a run-of-river diversion hydropower plant with surge tank and spillway in the head pond.

PubMed

Sarasúa, José Ignacio; Elías, Paz; Martínez-Lucas, Guillermo; Pérez-Díaz, Juan Ignacio; Wilhelmi, José Román; Sánchez, José Ángel

2014-01-01

Run-of-river hydropower plants usually lack significant storage capacity; therefore, the more adequate control strategy would consist of keeping a constant water level at the intake pond in order to harness the maximum amount of energy from the river flow or to reduce the surface flooded in the head pond. In this paper, a standard PI control system of a run-of-river diversion hydropower plant with surge tank and a spillway in the head pond that evacuates part of the river flow plant is studied. A stability analysis based on the Routh-Hurwitz criterion is carried out and a practical criterion for tuning the gains of the PI controller is proposed. Conclusions about the head pond and surge tank areas are drawn from the stability analysis. Finally, this criterion is applied to a real hydropower plant in design state; the importance of considering the spillway dimensions and turbine characteristic curves for adequate tuning of the controller gains is highlighted.

Stability Analysis of a Run-of-River Diversion Hydropower Plant with Surge Tank and Spillway in the Head Pond

PubMed Central

Sarasúa, José Ignacio; Elías, Paz; Wilhelmi, José Román; Sánchez, José Ángel

2014-01-01

Run-of-river hydropower plants usually lack significant storage capacity; therefore, the more adequate control strategy would consist of keeping a constant water level at the intake pond in order to harness the maximum amount of energy from the river flow or to reduce the surface flooded in the head pond. In this paper, a standard PI control system of a run-of-river diversion hydropower plant with surge tank and a spillway in the head pond that evacuates part of the river flow plant is studied. A stability analysis based on the Routh-Hurwitz criterion is carried out and a practical criterion for tuning the gains of the PI controller is proposed. Conclusions about the head pond and surge tank areas are drawn from the stability analysis. Finally, this criterion is applied to a real hydropower plant in design state; the importance of considering the spillway dimensions and turbine characteristic curves for adequate tuning of the controller gains is highlighted. PMID:25405237

National Program for Inspection of Non-Federal Dams. Mill Pond Dam MA 00436, Merrimack River Basin, Ashland, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1979-04-01

blocked " PL ..wa___________ ,, ,., ~ . , .o ’- ft". o" ,* ." . B-3 w W W W * W * W *0...22. undr M~yrtle Stst oStreet o pC-- C...77 M H PRODIU(J 1) A I (3OVERNJILNT FXP ,.1[ 13. Concrete wall separating two spillways ~wz 14. Eroded earth...berm on downstream side of concrete wall c-8 P I PROOIICH) l GOV [ RNMEFNT FXPFN:;F-, 15. Weir and trapped debris at left (northerly) spillway 16

National Program for Inspection of Non-Federal Dams. Crystal Lake Dam (CT00097), Lower Housatonic River Basin, Torrington, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1980-02-01

sufficient spillway capacity to discharge fifty percent of the PKF , should be adjudged as having a seriously inadequate spillway and the dam assessed...having a high hazard potential. *The dam is judged to be in generally fair condition. The crest of the dam has a slight undulation and is subjected to...that the condition of a dam depends on numerous and constantly changing internal and external condi- tions, and is evolutionary in nature. It would be

National Program for Inspection of Non-Federal Dams. Bird Pond Dam (MA 00804), Neponset River Basin, Walpole, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1980-04-01

generally fair condition because of the seepage through the left spillway training wall and because the low level outlet has not been operated in many...that a dam of this class which does not have sufficient spillway capacity to discharge fifty percent of the PKF , should be adjudged as having a...2,070 cfs or about 14 percent of the test flood outflow without overtopping the dam. The dam is judged to be in generally fair condition because of the

National Dam Safety Program. Grindstone-Lost-Muddy Creek Dam F-20 (MO 11220), Grand - Chariton Basin, Daviess County, Missouri. Phase I Inspection Report.

DTIC Science & Technology

1980-06-01

for a small dam having a high hazard potential. Considering the small volume of water im- pounded and the downstream channel from the dam, one-half of...flood at damsite - Mr. Wesley Lee reported that the highest water he had seen was approximately 4 inches over the riser. (3) The principal spillway...operation. It was reported by Mr. Wesley Lee that the emergency spillway has never operated. 2.4 EVALUATION a. Availabilit X . The data in Appendix C

National Program for Inspection of Non-Federal Dams. Stevens Paper Company (Lower) Dam (MA 00074), Connecticut River Basin, Westfield, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1979-03-01

showed the dam to be in good c~rndition. The dam has a size classification of intermediate and a hazard classification of low. The test flood is the ti... good condition. However, water passing over the spillway limited the inspection of the spillway. The dam has a size classification of intermediate...hydrologic and hydraulic assumptions. The dam is generally in good condition. However, it is recommended that the owner repair the drawdown outlet, and

Performance of a surface bypass structure to enhance juvenile steelhead passage and survival at Lower Granite Dam, Washington

USGS Publications Warehouse

Adams, Noah S.; Plumb, John M.; Perry, Russell W.; Rondorf, Dennis W.

2014-01-01

An integral part of efforts to recover stocks of Pacific salmon Oncorhynchus spp. and steelhead O. mykiss in Pacific Northwest rivers is to increase passage efficacy and survival of juveniles past hydroelectric dams. As part of this effort, we evaluated the efficacy of a prototype surface bypass structure, the removable spillway weir (RSW), installed in a spillbay at Lower Granite Dam, Washington, on the Snake River during 2002, 2003, 2005, and 2006. Radio-tagged juvenile steelhead were released upstream from the dam and their route of passage through the turbines, juvenile bypass, spillway, or RSW was recorded. The RSW was operated in an on-or-off condition and passed 3–13% of the total discharge at the dam when it was on. Poisson rate models were fit to the passage counts of hatchery- and natural-origin juvenile steelhead to predict the probability of fish passing the dam. Main-effect predictor variables were RSW operation, diel period, day of the year, proportion of flow passed by the spillway, and total discharge at the dam. The combined fish passage through the RSW and spillway was 55–85% during the day and 37–61% during the night. The proportion of steelhead passing through nonturbine routes was <88% when the RSW was off during the day and increased to >95% when the RSW was on during the day. The ratio of the proportion of steelhead passed to the proportion of water passing the RSW was from 6.3:1 to 10.0:1 during the day and from 2.7:1 to 5.2:1 during the night. Steelhead passing through the RSW exited the tailrace about 15 min faster than fish passing through the spillway. Mark–recapture single-release survival estimates for steelhead passing the RSW ranged from 0.95 to 1.00. The RSW appeared to be an effective bypass structure compared with other routes of fish passage at the dam.

Loamy, two-storied soils on the outwash plains of southwestern lower Michigan: Pedoturbation of loess with the underlying sand

USGS Publications Warehouse

Luehmann, Michael D.; Peter, Brad G.; Connallon, Christopher B.; Schaetzl, Randall J.; Smidt, Samuel J.; Liu, Wei; Kincare, Kevin A.; Walkowiak, Toni A.; Thorlund, Elin; Holler, Marie S.

2016-01-01

Soils on many of the outwash plains in southwestern Michigan have loamy upper profiles, despite being underlain by sand-textured outwash. The origin of this upper, loamy material has long been unknown. The purpose of this study is to analyze the spatio-textural characteristics of these loamy-textured sediments to ascertain their origin(s). The textural curves of this material have distinct bimodality, with clear silt and sand peaks. Because the sand peaks align with those in the outwash below, we conclude that the upper material is a mixture of an initially silty material with the sand from below, forming loamy textures. By applying a textural filtering operation to the data, we determined its original characteristics; nearly all of the soils originally had silt loam upper profiles, typical for loess. Field data showed that the loamy material is thickest east of a broad, north–south trending valley (the Niles-Thornapple Spillway) that once carried glacial meltwater. The material becomes thinner, generally better sorted, and finer in texture eastward, away from this channel. We conclude that the loamy mantle on many of the adjacent outwash plains is silt-rich loess, derived from the Niles-Thornapple Spillway and its tributary channels and transported on mainly westerly winds. The spillway was active between ca. 17.3 and 16.8 k cal. years ago. At this time, a large network of tunnel channels existed beneath the stagnant Saginaw lobe ice. Meltwater from the lobe funneled silt-rich sediment into the spillway, rendering it a prodigious silt source.

National Program for Inspection of Non-Federal Dams. Winsor Dam (MA 00588), Quabbin Spillway (MA 00589), Goodnough Dike (MA 00590), Connecticut River Basin, Ware, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1978-09-01

at the en- trance to the channel. Another rockfall occurs along the right side of the channel, about 280 ft. downstream from the channel entrance. The...new level survey on seven settlement observation points at Goodnough Dike, in particular to check the 1973 data at * 27 ,nn lnmnnnm u u ~ l I • lI gI ...Spillway weir masonry to maintain the structure in good condition. 3. Periodically remove brush, saplings and rockfalls from the I spiliway discharge

National Dam Inspection Program. Ohio River Basin, Conneautee Creek, Erie County, Pennsylvania, Edinboro Lake Dam (NDI ID Number PA-18, DER ID Number 25-4). Borough of Edinboro. Phase I Inspection Report.

DTIC Science & Technology

1981-03-01

constantly changing internal and external conditions, and is evolutionary in nature. It would be incorrect to assume that the present condition of the dam...culvert. S ince the reservoir was lowered, a better view of the upstream face of thie retaining wall was possible. The concrte appeared to be in fair ...Observations. The spillway appeared to be in fair condition. The concrete piers and iron pasts which are located along the spillway crest appeared to be in

Drainage reversals in Mono Basin during the late pliocene and Pleistocene

USGS Publications Warehouse

Reheis, M.C.; Stine, S.; Sarna-Wojcicki, A. M.

2002-01-01

Mono Basin, on the eastern flank of the central Sierra Nevada, is the highest of the large hydrographically closed basins in the Basin and Range province. We use geomorphic features, shoreline deposits, and basalt-filled paleochannels to reconstruct an early to middle Pleistocene record of shorelines and changing spillways of Lake Russell in Mono Basin. During this period of time, Lake Russell repeatedly attained altitudes between 2205 and 2280 m-levels far above the present surface of Mono Lake (~1950 m) and above its last overflow level (2188 m). The spill point of Lake Russell shifted through time owing to late Tertiary and Quaternary faulting and volcanism. During the early Pleistocene, the lake periodically discharged through the Mount Hicks spillway on the northeastern rim of Mono Basin and flowed northward into the Walker Lake drainage basin via the East Walker River. Paleochannels recording such discharge were incised prior to 1.6 Ma, possibly between 1.6 and 1.3 Ma, and again after 1.3 Ma (ages of basaltic flows that plugged the paleochannels). Faulting in the Adobe Hills on the southeastern margin of the basin eventually lowered the rim in this area to below the altitude of the Mount Hicks spillway. Twice after 0.76 Ma, and possibly as late as after 0.1 Ma, Lake Russell discharged southward through the Adobe Hills spillway into the Owens-Death Valley system of lakes. This study supports a pre-Pleistocene aquatic connection through Mono Basin between the hydrologically distinct Lahontan and Owens-Death Valley systems, as long postulated by biologists, and also confirms a probable link during the Pleistocene for species adapted to travel upstream in fast-flowing water.

Juvenile Salmonid survival, passage, and egress at McNary Dam during tests of temporary spillway weirs, 2009

USGS Publications Warehouse

Adams, N.S.; Liedtke, T.L.

2010-01-01

The TSWs proved to be a relatively effective way to pass juvenile salmonids at McNary Dam (Summary Tables 1.1, 1.2, and 1.3), as was the case in 2007 and 2008. The TSWs passed about 14% of yearling Chinook salmon and 34% of juvenile steelhead with only 5-10% of total project discharge flowing through the TSWs. The TSWs and adjacent spill bays 16-18 passed 27% of subyearling Chinook salmon in the summer with 6-16% of total project discharge flowing through the TSWs. Based on the number of fish passing per the proportion of water flowing through the spillway (i.e., passage effectiveness), the TSWs were the most effective passage route. Passage effectiveness for fish passing through both TSW structures was 2.0 for yearling Chinook salmon, 5.2 for juvenile steelhead, and 2.7 subyearling Chinook salmon for TSW 20 alone. Higher passage of juvenile steelhead through the TSWs could have resulted from juvenile steelhead being more surface-oriented during migration (Plumb et al. 2004; Beeman et al. 2007; Beeman and Maule 2006). Based on passage performance and effectiveness metrics, TSW 4, located on the north end of the spillway, did not perform as well as TSW 20, located on the south end of the spillway. Passage proportions for TSW 4 were at least half that of the levels observed for TSW 20 for both yearling Chinook salmon and juvenile steelhead. This difference may be attributed to TSW location or other variables such as dam operations. Regardless of which TSW was used by fish passing the dam, survival through both TSWs was high (> 0.98 for paired-release dam survival) for yearling Chinook salmon and juvenile steelhead.

National Dam Inspection Program. Negro Pond Dam (NDI I.D. PA-0889, DER I.D. 066-010), Susquehanna River Basin, Little Mehoopany Creek, Wyoming County, Pennsylvania. Phase I Inspection Report.

DTIC Science & Technology

1981-03-19

level for Chamberlain Pond Dam in the USGS 7.5-minute Jenningsville quadrangle. a. Drainage Area 4.8 square miles(l) b. Discharge at Dam Site ( cfs ...at normal pool. Chamberlain Pond Dam is a dry masonry wall with an upstream earth fill. The 62-foot-wide spillway can pass 1360 cfs at maximum pool...at normal pool. The spillway is 61 feet wide and can pass 700 cfs at maximum pool. 3.2 Evaluation. The dam essentially is a mound of stones requiring

National Dam Inspection Program. Indian Lake Dam (NDI I.D. PA-0057 DER I.D. 058-038) Susquehanna River Basin, White Creek, Susquehanna County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1981-03-19

c&A.j cDAN MAYI 81981 (I D. PA-005𔄁 DER I.D. V58-038.) / PHASE I INSPECTION REPORT NATIONAL DAM INSPECTION PROGRAM cf /9 . I! PRFPAR’"b FOR...square miles( l ) b. Discharge at Dam Site ( cfs ) Maximum known flood at dam site Unknown Outlet conduit at maximum pool Unknown Gated spillway capacity...indicates that the spillway was sized to pass a discharge of 740 cfs with the water level six inches below the top of the darn and 925 cfs with the water

Historical and hypothetical future sedimentation and water storage in Kajakai Reservoir, central Afghanistan

USGS Publications Warehouse

Vining, Kevin C.; Vecchia, Aldo V.

2008-01-01

Sedimentation has reduced water storage in Kajakai Reservoir. If current sedimentation rates continue, hypothetical future reservoir water volumes at the spillway elevation of 1,033.5 meters could be reduced about 22 percent from 2006 to 2057. Even if the spillway elevation is raised to 1,045 meters, a severe drought could result in large multiyear irrigation-supply deficits in which reservoir water levels remain below 1,022 meters for more than 4 years. Hypothetical climate change and sedimentation could result in greater water-supply deficits. The chance of having sufficient water supplies in Kajakai Reservoir during the worst month is about 47 percent.

Agri-spillways as soil erosion protection tools in conventional sloping vineyards (Montes de Málaga, Spain)

NASA Astrophysics Data System (ADS)

Rodrigo-Comino, Jesús

2017-04-01

Rainfall causes soil erosion on Mediterranean sloping vineyards (>25˚ of slope inclination), however, little is known about information related to cheap, effective and suitable soil erosion protection measures. In the vineyards of the Montes de Málaga (southern Spain), a concrete land management practice against soil erosion is actually conducted by building tilled rills to down-slope direction to canalize water and sediments. We decided to call them agri-spillways. In this study, by carrying out runoff experiments, we assessed two agri-spillways (from 10 m to 15 m length) under extreme conditions. A motor driven pump mobilizes a constant water inflow about of 1.33 L s-1during between 12 and 15 minutes (≈1000 litres). Finally, we observed: i) a high capacity of these agri-spillways to canalize a large volume of water and sediments; and, ii) higher speed of water flow (from 0.16 m s-1to 0.28 m s-1) and sediment concentration (SC) rates with ratios up to 1538.6 g l-1). By comparing among them, the speed of water flow and the SC were much higher in one of tested rills, which was 5 meters length less and 7 degrees more of inclination. So, we concluded that these agri-spillways, after correctly planning and long term maintenance from contribution area to down-slope direction, can be function as a potential tool for designing suitable and cheap plans to protect the soil in Mediterranean sloping vineyards. Acknowledgements Firstly, we acknowledge the farmer's syndicate UPA (Unión de Pequeños Agricultores) and the wine-grower Pepe Gámez (Almáchar) for providing access to the study area. Secondly, we thank the students of the Bachelor course and Master from Trier University for their hard efforts in the field and laboratory works in the Almáchar campaign. Thirdly, we acknowledge the geomorphology and soil laboratory technicians María Pedraza and Rubén Rojas of GSoilLab (Málaga University) for the soil analysis. Finally, we also thank the Ministerio de Educación, Cultura y Deporte de España (Spanish Ministry of Education, Culture and Sport, Spain) for the Scholarship grant (FPU) awarded to J. Rodrigo-Comino.

Water quality and phytoplankton communities in lake Pontchartrain during and after the Bonnet Carre spillway opening, April to October 2008, in Louisiana, USA

USGS Publications Warehouse

Mize, Scott V.; Demcheck, Dennis K.

2009-01-01

The Bonnet Carré Spillway, located 28 miles northwest of New Orleans, was constructed in the early 1930s as part of an integrated flood-control system for the lower Mississippi River system. From 11 April to 8 May 2008, Mississippi River water was diverted through the spillway into the 629-square-mile Lake Pontchartrain, which is hydraulically connected to the Gulf of Mexico. On 8 April, prior to the opening of the spillway, water-quality instruments were deployed and recorded hourly measurements of water temperature, dissolved oxygen, specific conductance, pH, and nitrate. Discrete water-quality and phytoplankton (algae) samples were collected in Lake Pontchartrain from 8 April to 3 October 2008 to assess the water-quality nutrient enrichment effects of the diversion on the lake. The maximum influence of river water in the southern portion of the lake was captured with continuous (hourly) monitoring of nitrate concentrations, and field measurements such as of specific conductance during the critical period in late April to early May. By late May, the deployed instruments had recorded the arrival, peak, and decline of selected constituents associated with the freshwater influx from the Mississippi River/Bonnet Carré Spillway diversion. The continuous monitoring data showed the short-term interactions of high-nitrate, low-specific conductance river water and low-nitrate, high-specific conductance lake water. The phytoplankton community composition, as an indicator of water quality, illustrated an extended response from the river water evident even after the continuous and discrete samples indicated that the lake had returned to pre-diversion conditions. The initial phytoplankton community response to nutrient increases was related to accumulations of diatoms. During periods of low nutrient concentrations, accumulations of blue-greens occurred by July and August. As blue-green algae cell densities and biovolumes increased in the summer, so did the species richness of blue-green algae, particularly the harmful algae bloom taxa. Cell densities and biovolume of the phytoplankton lake indicator taxaSkeletonema costatum, Anabaena sp., and Cylindrospermopsis raciborskii were highest and dominated the diatom and blue-green algae communities during the period of most river water influence on the lake and immediately following the freshwater inflows. The dominance and recession of these indictor taxa reflect the dramatic changes that occurred in the phytoplankton community in response to an increase in nutrient-rich freshwater from the diversion into the lake, and not normal seasonal phytoplankton compositional differences. Water-quality data indicated a gradual reversion to pre-diversion lake conditions by June to July, but shifts in the phytoplankton composition were still evident through August 2008. Observations from this study were similar to results from previous studies of Mississippi River/Bonnet Carré Spillway diversion opening in 1997.

A Markov chain analysis of the movements of juvenile salmonids in the forebay of McNary Dam, Washington and Oregon, 2006-09

USGS Publications Warehouse

Adams, Noah S.; Hatton, Tyson W.

2012-01-01

Passage and survival data for yearling and subyearling Chinook salmon and juvenile steelhead were collected at McNary Dam between 2006 and 2009. These data have provided critical information for resource managers to implement structural and operational changes designed to improve the survival of juvenile salmonids as they migrate past the dam. Much of the information collected at McNary Dam was in the form of three-dimensional tracks of fish movements in the forebay. These data depicted the behavior of multiple species (in three dimensions) during different diel periods, spill conditions, powerhouse operations, and test configurations of the surface bypass structures (temporary spillway weirs; TSWs). One of the challenges in reporting three-dimensional results is presenting the information in a manner that allows interested parties to summarize the behavior of many fish over many different conditions across multiple years. To accomplish this, we investigated the feasibility of using a Markov chain analysis to characterize fish movement patterns in the forebay of McNary Dam. The Markov chain analysis is one way that can be used to summarize numerically the behavior of fish in the forebay. Numerically summarizing the behavior of juvenile salmonids in the forebay of McNary Dam using the Markov chain analysis allowed us to confirm what had been previously summarized using visualization software. For example, proportions of yearling and subyearling Chinook salmon passing the three powerhouse areas was often greater in the southern and middle areas, compared to the northern area. The opposite generally was observed for steelhead. Results of this analysis also allowed us to confirm and quantify the extent of milling behavior that had been observed for steelhead. For fish that were first detected in the powerhouse region, less than 0.10 of the steelhead, on average, passed within each of the powerhouse areas. Instead, steelhead transitioned to adjoining areas in the spillway before passing the dam. In comparison, greater than 0.20 of the Chinook salmon passed within the powerhouse areas. Less milling behavior was observed for all species for fish that first approached the spillway. Compared to the powerhouse areas, a higher proportion of fish, regardless of species, passed the spillway areas and fewer transitioned to adjoining areas in the powerhouse. In addition to quantifying what had been previously speculated about the behavior of fish in the forebay of McNary Dam, the Markov chain analysis refined our understanding of how fish behavior and passage can be influenced by changes to the operations and structure of McNary Dam. For example, the addition of TSWs to the spillway area clearly influenced the passage of fish. Previous results have been reported showing that TSWs increased the number of fish passing through non-turbine routes and the fish-track videos indicated, in general, how fish behaved before passing through the TSWs. However, the analysis presented in this report allowed us to better understand how fish moved across the face of the dam before passing the TSWs and provided a way to quantify the effect of TSW location. Installation of the TSWs in bays 22 and 20 clearly increased passage proportions through the southern one-third of the spillway area for all species, most significantly for steelhead. When the TSWs were moved to bays 19 and 20 in 2008, overall passage through the southern one-third of the spillway remained higher than 2006, but decreased from what was observed in 2007. Shifting the TSWs to the north decreased the proportion of fish passing through the TSWs and increased the number of fish that moved to adjoining areas before passing the dam. Perhaps the most interesting new information to come out of the two-step Markov chain analysis relates to how the performance of the TSWs was influenced by their proximity to the powerhouse. During 2007, the highest proportion of fish passing through TSW22 was for fish that transitioned from the powerhouse area. In contrast, a relatively low proportion of fish passed through TSW20 after coming from the powerhouse area. Instead, the proportion of fish that passed TSW20 after coming from the northern part of the spillway was twice as high as the proportion of fish that passed through TSW20 after coming from the powerhouse. During 2008, the TSW in bay 22 was moved to bay 19, leaving the TSW in bay 20 as the one closest to the powerhouse. As was the case when a TSW was located in bay 22; the proportion of fish passing TSW20 after coming from the powerhouse was greater than the proportion of fish passing through TSW20 after coming from the northern part of the spillway. Passage proportions for fish passing through TSW19, the farthest north of the two TSWs during 2008, was higher for fish that came from the northern part of the spillway compared to the proportion of fish that passed through TSW19 after coming from the powerhouse. The Markov chain analysis provided a mathematical way to characterize fish behavior in the forebay of McNary Dam and helped refine our understanding of how fish movements were influenced by operational and structural changes at McNary Dam. The Markov chain analysis also could be used to examine how future structural and operational changes proposed for McNary Dam might influence the passage of juvenile salmonids.

Warnings and Human Response in the Oroville Dam Crisis, February 2017

NASA Astrophysics Data System (ADS)

Sorensen, J. H.; Mileti, D. S.; Needham, J. T.

2017-12-01

On February 7, 2017, erosion was detected in the primary spillway for Oroville Dam in northern California, causing an elevated concern for the safety of downstream communities. The situation seemed stable until heavy rains on February 11 resulted in the flow of water over the emergency spillway. On February 12, erosion below the emergency spillway was observed. At 4:21 PM on February 12, the Butte County Sheriff issued an evacuation order for "low levels of Oroville and downstream areas". Counties downstream followed with evacuation warnings. The purpose of this paper is to present preliminary results of research, conducted for the U.S. Army Corp of Engineers, on the Oroville event. This investigation is part of a research program designed to collect and analyze data on: 1) The timing of the decisions to order public evacuation warnings including the flow of information between engineers and geologist monitoring the hazard and local officials. 2) The method and timing of the dissemination of those warnings including the diffusion or warning by various communication channels. 3) The interpretation and response of the public to those warnings, including the timing of protective action decisions. The findings from these studies will be incorporated into risk assessment models used in assessing the impacts of dam and levee failures on a national basis.

Seismic Analysis of the 2017 Oroville Dam Spillway Erosion Crisis

NASA Astrophysics Data System (ADS)

Goodling, P.; Lekic, V.; Prestegaard, K. L.

2017-12-01

The outflow channel of the northern California (USA) Oroville Dam suffered catastrophic erosion damage in February and March, 2017. High discharges released through the spillway (up to 3,000 m3/s) caused rapid spillway erosion, forming a deep chasm. A repeat LiDAR survey obtained from the California Department of Water Resources indicates that the chasm eroded to a depth of 48 meters. A three-component broadband seismometer (STS-1) operated by the Berkeley Digital Seismological Network recorded microseismic energy produced by the flowing water, providing a natural laboratory to test methods for seismically monitoring sudden catastrophic floods and erosion. In this study, we evaluate the three-component waveforms recorded during five constant-discharge periods - before, during, and after the spillway crisis - each of which had a different channel geometry. We apply frequency-dependent polarization analysis (FDPA; following Park, 1987), which characterizes particle motion at each frequency. The method is based on principal component analysis on a spectral covariance matrix in one-hour windows and it produces the horizontal azimuth, vertical tilt, horizontal phase, and vertical phase of the dominant particle motion. The results indicate a greater vertical component (perhaps roughness-induced) of power at a broad range of frequencies at a given discharge after the formation of the chasm. As the outflow crater developed, the back-azimuth of the primary source of seismic energy changed from the nearby Thermalito Diversion Pool (188 degrees) to the center of the outflow channel (170 degrees). To further analyze FDPA results, we apply the 2D spectral-element solver package SPECFEM2D (Tromp et al. 2008), and find that local topography should be considered when interpreting the surface waveforms predicted by FDPA results. This research suggests that monitoring changing channel geometry and erosion in large-scale flood events may be enhanced by seismic FDPA analysis. The results of this work are compared and contrasted with 3-component seismic observations of cobble-bed stream floods in Maryland.

Behavior and dam passage of juvenile Chinook salmon and juvenile steelhead at Detroit Reservoir and Dam, Oregon, March 2012-February 2013

USGS Publications Warehouse

Beeman, John W.; Hansel, Hal C.; Hansen, Amy C.; Evans, Scott D.; Haner, Philip V.; Hatton, Tyson W.; Kofoot, Eric E.; Sprando, Jamie M.; Smith, Collin D.

2014-01-01

The in-reservoir movements and dam passage of individual juvenile Chinook salmon (Oncorhynchus tshawytscha) and juvenile steelhead (Oncorhynchus mykiss) were studied at Detroit Reservoir and Dam, near Detroit, Oregon, during 2012 and 2013. The goal of the study was to provide data to inform decisions about future downstream passage alternatives and factors affecting downstream passage rates with the existing dam configuration. In 2012, 468 juvenile Chinook salmon and 200 juvenile steelhead were tagged and released during a 3-month period in the spring, and another 514 juvenile Chinook salmon were tagged and released during a 3-month period in the fall. The fish were surgically implanted with a small acoustic transmitter with an expected life of about 3 months and a passive integrated transponder tag with an indefinite life, and were released into the two main tributaries several kilometers upstream of the reservoir. Juvenile Chinook salmon migrated from the release sites to the reservoir in a greater proportion than juvenile steelhead, but once in the reservoir, juvenile steelhead migrated to the forebay faster and had a higher dam passage rate than juvenile Chinook salmon. The routes available for passing water and fish varied throughout the year, with low reservoir elevations in winter and high reservoir elevations in summer in accordance with the flood-control purpose of the dam. Most dam passage was through the spillway during the spring and summer, when the reservoir elevation was high and the spillway and powerhouse were the most common routes in operation, and via the powerhouse during the fall and winter period, when the reservoir elevation was low and the regulating outlet and powerhouse were the most common routes in operation. Few tagged fish passed when the powerhouse was the only route in operation. Dam passage rates during the spring and summer were greatest at night, increased with dam discharge, and were greater when water was passed freely over the spillway compared to when it was controlled by the spillway Tainter gates. Dam passage rates during the fall and winter, when the reservoir elevation usually was too low for spillway operation, were lower than during the spring and summer, negatively related to reservoir elevation, and positively related to dam discharge, though the latter relation diminished as reservoir elevation decreased. Fish locations near the dam from estimates of three-dimensional positions often were near the locations of dam discharge and fish depths were surface oriented relative to the depth of the forebay. Fish passage rates with the existing dam configuration were greatest when the spillway was in operation and were lowest when the powerhouse was the only route in operation; the latter result may be related to the relatively low magnitude or variability in discharge during that condition. The available data suggest that a properly designed surface outlet could be a viable passage route for juvenile Chinook salmon and juvenile steelhead at Detroit Dam. A second year of data collection based on a similar study design was complete at the time of this report.

National Dam Safety Program. Tomhannock Spillway Dam (Inventory Number N.Y. 117), Upper Hudson River Basin, Rensselaer County, New York. Phase I Inspection Report,

DTIC Science & Technology

1981-08-01

and the reservoir spillway located in Schaghticoke. The dam has a drainage area of 67 square miles, which is characterized by wooded and agricultural...e____ Aie A. Lct LcA t .?t*fCL L C A 35.0 * Or L ,l! 5.9,5 34$ . ig lo. 11 vW{ OOA.. I .1W .4OL zA 4 -1Y\\’ 0 4 ~~~~.7 0A’.t4 bQ Q * L’~’c 4 SSTETSON...adktional operating space. The existing wood roof shows evidence of dry rot and should be replaced. In connection with the roof replacement, hoisting

Characterization of Fish Passage Conditions through a Francis Turbine, Spillway, and Regulating Outlet at Detroit Dam, Oregon, Using Sensor Fish, 2009

DOE Office of Scientific and Technical Information (OSTI.GOV)

Duncan, Joanne P.; Carlson, Thomas J.

2011-05-06

Fish passage conditions through two spillways, a Francis turbine, and a regulating outlet (RO) at Detroit Dam on the North Santiam River in Oregon were evaluated by Pacific Northwest National Laboratory for the U.S. Army Corps of Engineers (USACE), Portland District, using Sensor Fish devices. The objective of the study was to describe and compare passage exposure conditions, identifying potential fish injury regions within the routes. The study was performed in July, October, and December 2009 concurrent with HI-Z balloon-tag studies by Normandeau Associates, Inc. Sensor Fish data were analyzed to estimate 1) exposure conditions, particularly exposure to severe strike,more » collision, and shear events by passage route sub-regions; 2) differences in passage conditions between passage routes; and 3) relationships to live-fish injury and mortality data estimates. Comparison of the three passage routes evaluated at Detroit Dam indicates that the RO passage route through the 5-ft gate opening was relatively the safest route for fish passage under the operating conditions tested; turbine passage was the most deleterious. These observations were supported also by the survival and malady estimates obtained from live-fish testing. Injury rates were highest for turbine and spillway passage. However, none of the passage routes tested is safe for juvenile salmonid passage.« less

Approach, passage, and survival of juvenile salmonids at Little Goose Dam, Washington: Post-construction evaluation of a temporary spillway weir, 2009

USGS Publications Warehouse

Beeman, J.W.; Braatz, A.C.; Hansel, H.C.; Fielding, S.D.; Haner, P.V.; Hansen, G.S.; Shurtleff, D.J.; Sprando, J.M.; Rondorf, D.W.

2010-01-01

This report describes a study of dam passage and survival of radio-tagged juvenile salmonids after installation of a temporary spillway weir (TSW) at Little Goose Dam, Washington, in 2009. The purpose of the study was to document fish passage and survival when the dam was operated with the TSW in place. Spillway weirs are one of several methods used to improve downstream passage of juvenile salmonids. Each spillway weir design is based on the concept of providing an overflow weir with a depth more similar to the natural migration depth of juvenile salmonids than conventional spill bays. Little Goose Dam was the last of the four lower Snake River dams to have a spillway weir installed. This was the first year that some form of surface passage device was operating at all Snake River and Columbia River dams between Lewiston, Idaho, and the Columbia River estuary. The study design stipulated that a total of 30 percent of the river discharge would continuously be passed over the TSW and the conventional spill bays, and this percentage was achieved. The TSW also was to be operated at the 'low crest' elevation during the spring and the 'high crest' elevation during the summer, but the TSW was only operated at the low crest elevation during this study. Behavior, passage, and survival of spring and summer juvenile salmonid migrants passing through Little Goose Dam were examined using radio telemetry. Survival was estimated using the Route Specific Survival Model (RSSM) by releasing tagged fish near Central Ferry State Park 21 kilometers upstream of the dam and in the tailrace approximately 0.5 kilometer downstream of the dam. From April 18 to May 21, 2009, 1,520 yearling Chinook salmon (Oncorhynchus tshawytscha) and 1,517 juvenile steelhead (O. mykiss) were radio tagged and released. From June 6 to July 5, 2009, 4,251 subyearling Chinook salmon (O. tshawytscha) were radio tagged and released. Release dates of subyearling Chinook salmon were selected to avoid 'reservoir-type' fish that cease to migrate around July. Detection sites were installed in the forebay 2 kilometers upstream of the dam, on the dam, and at several sites downstream. Detection equipment was operated from April 18 to June 5, 2009, and from June 6 to July 6, 2009, hereinafter referred to as the study periods. We describe passage behaviors through the forebay, main passage routes, and tailrace, survival probabilities through the pool (release to the forebay) and forebay and passage and survival probabilities through the main passage routes (TSW, conventional spill bays, turbines, juvenile bypass), and survival passing the concrete (the dam itself) and the dam (concrete plus the forebay).

The traditional irrigation technique of Lake Garda lemon--houses (Northern Italy)

NASA Astrophysics Data System (ADS)

Barontini, Stefano; Vitale, Nicola; Fausti, Federico; Bettoni, Barbara; Bonati, Sara; Peli, Marco; Pietta, Antonella; Tononi, Marco; Ranzi, Roberto

2016-04-01

Between 16th and 19th centuries the North-Western side of Lake Garda was seat of an important district which, at the time of its maximum splendour between 18th and 19th centuries, produced and exported lemons and citrus even toward the Northern Europe and the Russia. The limonaie del Garda (Lake-Garda lemon-houses), the local name of the citrus orchards, were settled on terraces built on steep slopes, with landfill taken from the Eastern side of the lake, and closed by greenhouses during late autumn and winter in order to protect the cultivations. The terraces were built nearby streams, they were South-Eastern exposed and protected by walls from the cold winds. Thanks in fact to the Lake Garda microclimate, lemon trees were not cultivated in pots, as in the typical orangeries of mid-latitudes Europe, but directly in the soil. Here the citrus cultivation technique reached a remarkably high degree of standardisation, with local cultivar as the Madernino or lemon from Maderno, and it involved, as in modern industrial districts, all the surrounding land in order to satisfy the needing of required materials to build the terraces, the walls, the greenhouses and the wooden frames to hold the branches laden with fruits. Due to the great water requirement of lemon trees during summer, which is estimated to range from 150 to 300 ℓ every ten days, the water management played a key role in the cultivation technique. The traditional irrigation technique was standardized as well. During our surveys, we observed that most of the lemon-houses still conserve little stone flumes along the walls upslope to the terraces, with spillways every adult tree, i.e. about every 4 m. The flumes were filled with water taken from an upstream reservoir, built nearby a stream. The spillways were activated with a backwater obtained by means of a sand bag placed within the flume, just downstream to the spillway itself. In order to avoid any excavation, spilled water was driven to the base of each tree by means of a wooden squaring. According to our field experiments performed in two ancient lemon-houses (La Malora at Gargnano and Il Pra' de la Fam at Tignale, spring and summer 2015), most of the spillways were able to discharge between 7 and 15 ℓ/min. As only one spillway could be activated at a time, only one tree at a time was irrigated, and it could require from 10 to 30 minutes. Accounting for the great number of adult and young trees at any terrace, it is reasonable to admit that during the summer a continuous irrigation should take place in most of the lemon-houses.

Laurentide ice sheet meltwater routing along the Iro-Mohawk River, eastern New York, USA

NASA Astrophysics Data System (ADS)

Porreca, Charles; Briner, Jason P.; Kozlowski, Andrew

2018-02-01

The rerouting of meltwater as the configuration of ice sheets evolved during the last deglaciation is thought to have led to some of the most significant perturbations to the climate system in the late Quaternary. However, the complex pattern of ice sheet meltwater drainage off the continents, and the timing of rerouting events, remains to be fully resolved. As the Laurentide Ice Sheet (LIS) retreated north of the Adirondack Uplands of northeastern New York State during the last deglaciation, a large proglacial lake, Lake Iroquois, found a lower outlet that resulted in a significant flood event. This meltwater rerouting event, from outflow via the Iro-Mohawk River valley (southern Adirondack Mountains) to the spillway at Covey Hill (northeastern Adirondack Mountains), is hypothesized to have taken place 13.2 ka and disturbed meridional circulation in the North Atlantic Ocean. However, the timing of the rerouting event is not certain because the event has not been directly dated. With improving the history of Lake Iroquois drainage in mind, we obtained cosmogenic 10Be exposure ages on a strath terrace on Moss Island, along the Iro-Mohawk River spillway. We hypothesize that Moss Island's strath terrace became abandoned during the rerouting event. Six 10Be ages from the strath surface average 14.8 ± 1.3 ka, which predates the previously published bracketing radiocarbon ages of 13.2 ka. Several possibilities for the discrepancy exist: (1) the 10Be age accurately represents the timing of a decrease in discharge through the Iro-Mohawk River spillway; (2) the age is influenced by inheritance. The 10Be ages from glacially sculpted surfaces on Moss Island above the strath terrace predate the deglaciation of the site by 5 to 35 ky; and (3) the abandonment of the Moss Island strath terrace relates to knickpoint migration and not the final abandonment of the Iro-Mohawk River as the Lake Iroquois spillway. Further study and application of cosmogenic 10Be exposure dating in the region may lead to tighter chronologic constraints of meltwater history of the LIS.

Satellite Monitoring of Pakistan's Rockslide-Dammed Lake Gojal

NASA Astrophysics Data System (ADS)

Kargel, Jeffrey S.; Leonard, Gregory; Crippen, Robert E.; Delaney, Keith B.; Evans, Stephen G.; Schneider, Jean

2010-10-01

On 4 January 2010, a rockslide 1200 meters long, 350 meters wide, and 125 meters high dammed the Hunza River in Attabad, northern Pakistan, and formed Lake Gojal. The initial mass movement of rock killed 20 people and submerged several villages and 22 kilometers of the strategic Karakoram Highway linking Pakistan and China. Tens of thousands of people were displaced or cut off from overland connection with the rest of the country. On 29 May, the lake overflow began to pour through a spillway excavated by Pakistani authorities. On approximately 20 July, the lake attained a maximum depth of 119 meters and a torrent at least 9 meters deep issued over the spillway, according to Pakistan's National Disaster Management Authority (NDMA). To date, the natural dam is holding and eroding slowly. However, the threat of a catastrophic outburst flood remains.

75 FR 50777 - Minidoka Dam Spillway Replacement, Minidoka County, ID

Federal Register 2010, 2011, 2012, 2013, 2014

2010-08-17

... INFORMATION: Minidoka Dam impounds Lake Walcott and is a feature of Reclamation's Minidoka Project. They are... numerous locations. In addition, the potential for ice damage to the stoplog piers requires that reservoir...

33 CFR 110.79a - Neenah Harbor, Neenah, Wis.

Code of Federal Regulations, 2010 CFR

2010-07-01

... Street/Oak Street Bridge crosses the south shoreline of the river; thence 254°, 162 feet; thence 146... of the Neenah Dam Spillway. Note: An ordinance of the City of Neenah, Wis., requires approval of the...

24. DETAIL EXTERIOR VIEW LOOKING EAST, SHOWING FISH LADDER AT ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

24. DETAIL EXTERIOR VIEW LOOKING EAST, SHOWING FISH LADDER AT NORTH END OF DAM/SPILLWAY; WATER FLOWING THROUGH FISH LADDER IS VISIBLE AT BOTTOM. - Bonneville Project, Bonneville Dam, Columbia River, Bonneville, Multnomah County, OR

20. HORSESHOE DAM LOOKING EAST WITH UPPER END DEMOLISHED FOR ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

20. HORSESHOE DAM LOOKING EAST WITH UPPER END DEMOLISHED FOR NEW SPILLWAY (negative reversed) - American Falls Water, Power & Light Company, Island Power Plant, Snake River, below American Falls Dam, American Falls, Power County, ID

4. AERIAL VIEW OF GENE WASH RESERVOIR AND GENE CAMP ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

4. AERIAL VIEW OF GENE WASH RESERVOIR AND GENE CAMP LOOKING SOUTHWEST. DAM AND SPILLWAY VISIBLE IN BOTTOM OF PHOTO. - Gene Wash Reservoir & Dam, 2 miles west of Parker Dam, Parker Dam, San Bernardino County, CA

6. VIEW FROM SOUTHERN FOOT BRIDGE ABOVE INTAKE STRUCTURE EASTERLY ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

6. VIEW FROM SOUTHERN FOOT BRIDGE ABOVE INTAKE STRUCTURE EASTERLY TOWARD UPSTREAM SIDE OF SPILLWAY - Upper Doughty Dam, 200 feet west of Garden State Parkway, 1.7 miles west of Absecon, Egg Harbor City, Atlantic County, NJ

33 CFR 208.22 - Twin Buttes Dam and Reservoir, Middle and South Concho Rivers, Tex.

Code of Federal Regulations, 2013 CFR

2013-07-01

... and releases; uncontrolled spillway releases; storage; reservoir inflow; available evaporation data.... Normally, one reading at 8 a.m. shall be shown for each day. Readings of all items except evaporation shall...

33 CFR 208.22 - Twin Buttes Dam and Reservoir, Middle and South Concho Rivers, Tex.

Code of Federal Regulations, 2014 CFR

2014-07-01

... and releases; uncontrolled spillway releases; storage; reservoir inflow; available evaporation data.... Normally, one reading at 8 a.m. shall be shown for each day. Readings of all items except evaporation shall...

33 CFR 208.22 - Twin Buttes Dam and Reservoir, Middle and South Concho Rivers, Tex.

Code of Federal Regulations, 2012 CFR

2012-07-01

... and releases; uncontrolled spillway releases; storage; reservoir inflow; available evaporation data.... Normally, one reading at 8 a.m. shall be shown for each day. Readings of all items except evaporation shall...

133. Photographic copy of historic photo, October 28, 1931 (original ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

133. Photographic copy of historic photo, October 28, 1931 (original print filed in Record Group 115, National Archives, Washington, D.C.). RING GATE STRUCTURE, SPILLWAY-OWYHEE DAM. - Owyhee Dam, Across Owyhee River, Nyssa, Malheur County, OR

Deer Creek Dam, Hydroelectric Powerplant, 868 feet/291 degrees from intersection ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

Deer Creek Dam, Hydroelectric Powerplant, 868 feet/291 degrees from intersection of dam complex access road with U.S. Highway 189, 1,340 feet/352 degrees from the dam spillway overpass, Charleston, Wasatch County, UT

Mississippi River channel response to the Bonnet Carré Spillway opening in the 2011 flood and its implications for the design and operation of river diversions

NASA Astrophysics Data System (ADS)

Allison, Mead A.; Vosburg, Brian M.; Ramirez, Michael T.; Meselhe, Ehab A.

2013-01-01

SummaryThe large Mississippi River flood in 2011 was notable in the lowermost Louisiana, USA reach for requiring operation of several flood control structures to reduce stress on artificial levees: the largest diversion went through the gated Bonnet Carré Spillway, which was opened for 42 days in May and June. The removal of approximately 20% of the total flood discharge from the river provided an opportunity to examine the impact of large water diversion on the sediment transport capacity of large rivers. Boat-based, acoustic and water and bed sampling surveys were conducted in the Mississippi River channel adjacent to the Spillway immediately prior to the opening of the structure, at full capacity, and immediately following (June 2011) and 1 year after (June 2012) closure. The surveys were designed to examine (1) elevation change of the channel bed due to scour or aggradation of sediment, and (2) suspended and bedload transport variability upriver and downriver of the Spillway. The results indicate that approximately 9.1 million tons of sand were deposited on the channel bed immediately downriver of the water exit pathway and extending at least 13 km downriver at a rapidly and progressively reducing magnitude per river kilometer. The surficial deposit was of finer grain size than the lateral sand bars in the channel upriver of the structure. We argue the deposit was largely delivered from suspension derived from the observed deflation of lateral bars upstream of the diversion point, rather than from sand arriving from the drainage basin. Approximately 69% of the 2011 flood deposit was removed from the 13 km downstream reach between June 2011 and June 2012. We conclude that the source of the channel deposit was the reduction in stream power, and, thus, in the sediment transport capacity of the Mississippi, associated with the water withdrawal. The re-entrainment of this material in the following flood year indicates the system rapidly re-establishes an equilibrium to pre-opening conditions. Future diversions in the river for coastal restoration will have to address this issue to maintain a deep draft navigation channel in the Mississippi River.

A Markov chain analysis of the movements of juvenile salmonids, including sockeye salmon, in the forebay of McNary Dam, Washington and Oregon, 2006-09

USGS Publications Warehouse

Adams, Noah S.; Hatton, Tyson W.

2012-01-01

Passage and survival data were collected at McNary Dam between 2006 and 2009. These data have provided critical information for resource managers to implement structural and operational changes designed to improve the survival of juvenile salmonids as they migrate past the dam. Much of the valuable information collected at McNary Dam was in the form of three-dimensional (hereafter referred to as 3-D) tracks of fish movements in the forebay. These data depicted the behavior of multiple species (in three dimensions) during different diel periods, spill conditions, powerhouse operations, and testing of the surface bypass structures (temporary spillway weirs; TSWs). One of the challenges in reporting 3-D results is presenting the information in a manner that allows interested parties to summarize the behavior of many fish over many different conditions across multiple years. To accomplish this, we used a Markov chain analysis to characterize fish movement patterns in the forebay of McNary Dam. The Markov chain analysis allowed us to numerically summarize the behavior of fish in the forebay. This report is the second report published in 2012 that uses this analytical method. The first report included only fish released as part of the annual studies conducted at McNary Dam. This second report includes sockeye salmon that were released as part of studies conducted by the Chelan and Grant County Public Utility Districts at mid-Columbia River dams. The studies conducted in the mid-Columbia used the same transmitters as were used for McNary Dam studies, but transmitter pulse width was different between studies. Additionally, no passive integrated transponder tags were implanted in sockeye salmon. Differences in transmitter pulse width resulted in lower detection probabilities for sockeye salmon at McNary Dam. The absence of passive integrated transponder tags prevented us from determining if fish passed the powerhouse through the juvenile bypass system (JBS) or turbines. To facilitate comparison among species in this report, we combined JBS and turbine passage for yearling Chinook salmon, steelhead, and subyearling Chinook salmon even though we were able to differentiate between passage through the JBS or turbines for these three species. Information on passage proportions through the JBS and turbines can be found in the first report. Numerically summarizing the behavior of juvenile salmonids in the forebay of McNary Dam using the Markov chain analysis allowed us to confirm what had been previously summarized using visualization software. For example, within the powerhouse region, passage proportions among the three powerhouse areas were often greater in the southern and middle areas of the powerhouse compared to the northern area of the powerhouse for yearling and subyearling Chinook salmon. The opposite generally was observed for steelhead. The results of this analysis also allowed us to confirm and quantify the extent of milling behavior that was observed for steelhead. For fish that were first detected in the powerhouse region, less than 0.10 of the steelhead, on average, passed within each of the powerhouse areas. Instead, steelhead transitioned to adjoining areas in the spillway before passing the dam. In comparison, greater than 0.20 of the Chinook salmon passed within each of the powerhouse areas. Less milling behavior was observed for all species for fish that first approached the spillway. Compared to the powerhouse areas, a higher proportion of fish, regardless of species, passed the spillway areas and fewer transitioned to adjoining areas in the powerhouse. In addition to quantifying what had been previously speculated about the behavior of fish in the forebay of McNary Dam, the Markov chain analysis refined our understanding of how fish behavior and passage can be influenced by changes to the operations and structure of McNary Dam. For example, the addition of TSWs to the spillway area clearly influenced the passage of fish. Previous results have been reported showing that TSWs increased passage through non-turbine routes and the fish-track videos indicated, in general, how fish behaved before passing the TSWs. However, the analysis presented in this report allowed us to better understand how fish transitioned across the face of the dam before passing the TSWs and resulted in a quantitative way to measure the effect of moving the location of the TSWs from year to year. Installation of the TSWs in bays 22 and 20 clearly increased passage proportions through the southern one-third of the spillway area for all species, most significantly for steelhead. When the TSWs were moved to bays 19 and 20 in 2008, overall passage through the southern one-third of the spillway remained higher than 2006, but decreased from what was observed in 2007. Shifting the TSWs to the north decreased the proportion of fish passing through the TSWs and increased the number of fish that transitioned to adjoining areas before passing the dam. Perhaps the most interesting new information to come out of the two-step Markov chain analysis relates to how the performance of the TSWs was influenced by their proximity to the powerhouse. During 2007, the highest proportion of fish passing through TSW 22 was for fish that transitioned from the powerhouse area. In contrast, a relatively low proportion of fish passed through TSW 20 after coming from the powerhouse area. Instead, the proportion of fish that passed TSW 20 after coming from the northern part of the spillway was twice as high as the proportion of fish that passed through TSW 20 after coming from the powerhouse. During 2008, the TSW in bay 22 was moved to bay 19, leaving the TSW in bay 20 as the one closest to the powerhouse. As was the case when a TSW was located in bay 22, the proportion of fish passing through TSW 20 after coming from the powerhouse was higher than the proportion of fish passing TSW 20 after coming from the northern part of the spillway. Passage proportions for fish passing through TSW 19, the farthest north of the two TSWs during 2008, was higher for fish that came from the northern part of the spillway compared to the proportion of fish that passed through TSW 19 after coming from the powerhouse. The Markov chain analysis provided a mathematical way to characterize fish behavior in the forebay of McNary Dam and helped refine our understanding of how fish movements were influenced by operational and structural changes at the dam. The numerical information used to quantify the behavior of fish also can be used to construct simulations to examine how proposed fish passage structures might influence passage of juvenile salmonids. To demonstrate this, we used the results of the Markov chain analysis to examine how a virtual fish collector located in the center of the powerhouse might influence passage of juvenile salmonids at McNary Dam.

11. DETAIL VIEW OF DAM 87, SHOWING STOPLOG STRUCTURE (PARTIALLY ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

11. DETAIL VIEW OF DAM 87, SHOWING STOPLOG STRUCTURE (PARTIALLY HIDDEN BY MARSH GRASSES IN LOWER PART OF PHOTO) AT RIGHT (WEST) END OF SPILLWAY - Upper Souris National Wildlife Refuge, Dam 87, Souris River Basin, Foxholm, Surrey (England), ND

10. VIEW OF DOG CRIB DAM DURING DISCHARGE FROM EASTERN ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

10. VIEW OF DOG CRIB DAM DURING DISCHARGE FROM EASTERN EXTENT OF DAM, FACING WEST. November 1927 - Cushman No. 1 Hydroelectric Power Plant, Spillway, North Fork of Skokomish River, 5 miles West of Hood Canal, Hoodsport, Mason County, WA

22. DETAIL EXTERIOR VIEW LOOKING NORTHWEST, SHOWING FISH LADDER AT ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

22. DETAIL EXTERIOR VIEW LOOKING NORTHWEST, SHOWING FISH LADDER AT NORTH END OF DAM/SPILLWAY; VIEW SHOWS SECTION OF FISH LADDER NEAR WHERE IT ENTERS THE COLUMBIA RIVER. - Bonneville Project, Bonneville Dam, Columbia River, Bonneville, Multnomah County, OR

PREDICTION OF TOTAL DISSOLVED GAS EXCHANGE AT HYDROPOWER DAMS

DOE Office of Scientific and Technical Information (OSTI.GOV)

Hadjerioua, Boualem; Pasha, MD Fayzul K; Stewart, Kevin M

2012-07-01

Total dissolved gas (TDG) supersaturation in waters released at hydropower dams can cause gas bubble trauma in fisheries resulting in physical injuries and eyeball protrusion that can lead to mortality. Elevated TDG pressures in hydropower releases are generally caused by the entrainment of air in spillway releases and the subsequent exchange of atmospheric gasses into solution during passage through the stilling basin. The network of dams throughout the Columbia River Basin (CRB) are managed for irrigation, hydropower production, flood control, navigation, and fish passage that frequently result in both voluntary and involuntary spillway releases. These dam operations are constrained bymore » state and federal water quality standards for TDG saturation which balance the benefits of spillway operations designed for Endangered Species Act (ESA)-listed fisheries versus the degradation to water quality as defined by TDG saturation. In the 1970s, the United States Environmental Protection Agency (USEPA), under the federal Clean Water Act (Section 303(d)), established a criterion not to exceed the TDG saturation level of 110% in order to protect freshwater and marine aquatic life. The states of Washington and Oregon have adopted special water quality standards for TDG saturation in the tailrace and forebays of hydropower facilities on the Columbia and Snake Rivers where spillway operations support fish passage objectives. The physical processes that affect TDG exchange at hydropower facilities have been studied throughout the CRB in site-specific studies and routine water quality monitoring programs. These data have been used to quantify the relationship between project operations, structural properties, and TDG exchange. These data have also been used to develop predictive models of TDG exchange to support real-time TDG management decisions. These empirically based predictive models have been developed for specific projects and account for both the fate of spillway and powerhouse flows in the tailrace channel and resultant exchange in route to the next downstream dam. Currently, there exists a need to summarize the general finding from operational and structural TDG abatement programs conducted throughout the CRB and for the development of a generalized prediction model that pools data collected at multiple projects with similar structural attributes. A generalized TDG exchange model can be tuned to specific projects and coupled with water regulation models to allow the formulation of optimal daily water regulation schedules subject to water quality constraints for TDG supersaturation. A generalized TDG exchange model can also be applied to other hydropower dams that affect TDG pressures in tailraces and can be used to develop alternative operational and structural measures to minimize TDG generation. It is proposed to develop a methodology for predicting TDG levels downstream of hydropower facilities with similar structural properties as a function of a set of variables that affect TDG exchange; such as tailwater depth, spill discharge and pattern, project head, and entrainment of powerhouse releases. TDG data from hydropower facilities located throughout the northwest region of the United States will be used to identify relationships between TDG exchange and relevant dependent variables. Data analysis and regression techniques will be used to develop predictive TDG exchange expressions for various structural categories.« less

NASA Images Mississippi River Flooding in Louisiana

NASA Image and Video Library

2011-05-19

NASA Terra spacecraft shows the water flow after the U.S. Army Corps of Engineers opened the Morganza Spillway, a flood control structure along the western bank of the Mississippi River in Louisiana, to ease flooding along levee systems on May 14, 2011.

1. GENERAL VIEW, TOWPATH BERM (CENTER) AND CANAL PRISM (LEFT) ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

1. GENERAL VIEW, TOWPATH BERM (CENTER) AND CANAL PRISM (LEFT) SOUTH OF THE SPILLWAY; VIEW TO SOUTH. - Blackstone Canal Millbury Segment, Beginning northwest of State Route 146 & McCracken Road, running along west side of Route 146, Millbury, Worcester County, MA

32. AERIAL VIEW OF TIETON DAM, UPSTREAM FACE OF DAM ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

32. AERIAL VIEW OF TIETON DAM, UPSTREAM FACE OF DAM (Trashrack-structure for outlet at lower left in reservoir, spillway at upper left. Reservoir nearly empty due to drought.) - Tieton Dam, South & East of State Highway 12, Naches, Yakima County, WA

4. OVERVIEW TO EAST, FROM WEST END OF EARTHEN EMBANKMENT, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

4. OVERVIEW TO EAST, FROM WEST END OF EARTHEN EMBANKMENT, SHOWING DOWNSTREAM FACE OF DAM, AND SPILLWAY FACE IN DISTANCE AT UPPER RIGHT. - Prado Dam, Embankment, Santa Ana River near junction of State Highways 71 & 91, Corona, Riverside County, CA

1. EXTERIOR OVERVIEW OF PLANT 4 RESIDENTIAL COMPLEX SHOWING BUILDING ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

1. EXTERIOR OVERVIEW OF PLANT 4 RESIDENTIAL COMPLEX SHOWING BUILDING 106 AT PHOTO CENTER JUST TO THE RIGHT OF THE PLANT 5 FOREBAY SPILLWAY. VIEW TO WEST - Bishop Creek Hydroelectric System, Plant 4, Worker Cottage, Bishop Creek, Bishop, Inyo County, CA

A history of the 2014 Minute 319 environmental pulse flow asdocumented by field measurements and satellite imagery

USGS Publications Warehouse

Nelson, Steven M.; Ramirez-Hernandez, Jorge; Rodriguez-Burgeueno, J. Eliana; Milliken, Jeff; Kennedy, Jeffrey R.; Zamora-Arroyo, Francisco; Schlatter, Karen; Santiago-Serrano, Edith; Carrera-Villa, Edgar

2017-01-01

As provided in Minute 319 of the U.S.-Mexico Water Treaty of 1944, a pulse flow of approximately 132 million cubic meters (mcm) was released to the riparian corridor of the Colorado River Delta over an eight-week period that began March 23, 2014 and ended May 18, 2014. Peak flows were released in the early part of the pulse to simulate a spring flood, with approximately 101.7 mcm released at Morelos Dam on the U.S.-Mexico border. The remainder of the pulse flow water was released to the riparian corridor via Mexicali Valley irrigation spillway canals, with 20.9 mcm released at Km 27 Spillway (41 km below Morelos Dam) and 9.3 mcm released at Km 18 Spillway (78 km below Morelos Dam). We used sequential satellite images, overflights, ground observations, water discharge measurements, and automated temperature, river stage and water quality loggers to document and describe the progression of pulse flow water through the study area. The rate of advance of the wetted front was slowed by infiltration and high channel roughness as the pulse flow crossed more than 40 km of dry channel which was disconnected from underlying groundwater and partially overgrown with salt cedar. High lag time and significant attenuation of flow resulted in a changing hydrograph as the pulse flow progressed to the downstream delivery points; two peak flows occurred in some lower reaches. The pulse flow advanced more than 120 km downstream from Morelos Dam to reach the Colorado River estuary at the northern end of the Gulf of California.

77 FR 52711 - Sabine River Authority of Texas and Sabine River Authority, State of Louisiana; Notice of...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-08-30

..., containing two vertical Kaplan turbines with an authorized installed capacity of 81 megawatts (MW); (5) a 220... construct a 1.3-MW minimum flow turbine-generator at the project spillway. The offer of settlement involves...

154. Photographic copy of original construction drawing dated April 10, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

154. Photographic copy of original construction drawing dated April 10, 1928 (from Record Group 115, Denver Branch of the National Archives, Denver). OWYHEE DAM; 60 X 12 SPILLWAY RING GATE CONTROL LAYOUT AND ASSEMBLY. - Owyhee Dam, Across Owyhee River, Nyssa, Malheur County, OR

155. Photographic copy of original construction drawing dated October 24, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

155. Photographic copy of original construction drawing dated October 24, 1930 (from Record Group 115, Denver Branch of the National Archives, Denver). OWYEE DAM SPILLWAY; 60 X 12 RING GATE-CONTROL; INSTALLATION ASSEMBLIES. - Owyhee Dam, Across Owyhee River, Nyssa, Malheur County, OR

40. VIEW, LOOKING WEST, OF TOP OF FLUME NEAR FOREBAY, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

40. VIEW, LOOKING WEST, OF TOP OF FLUME NEAR FOREBAY, SHOWING LUMBER SHED, TWO TRACKS, CRANEWAY SHED IN BACKGROUND, RESERVOIR TO LEFT, RIGHT TO YARDS AND FACILITIES, AND OVERFLOW SPILLWAY ON LOWER RIGHT - Electron Hydroelectric Project, Along Puyallup River, Electron, Pierce County, WA

Juvenile Radio-Tag Study: Lower Granite Dam, 1985 Annual Report.

DOE Office of Scientific and Technical Information (OSTI.GOV)

Stuehrenberg, Lowell C.

The concept of using mass releases of juvenile radio tags represents a new and potentially powerful research tool that could be effectively applied to juvenile salmonid passage problems at dams on the Columbia and Snake Rivers. A system of detector antennas, strategically located, would automatically detect and record individually tagged juvenile salmonids as they pass through the spillway, powerhouse, bypass system, or tailrace areas below the dam. Accurate measurements of spill effectiveness, fish guiding efficiency (FGE), collection efficiency (CE), spillway survival, powerhouse survival, and bypass survival would be possible without handling large numbers of unmarked fish. A prototype juvenile radio-tagmore » system was developed and tested by the National Marine Fisheries Service (NMFS) and Bonneville Power Administration (BPA) at John Day Dam and at Lower Granite Dam. This report summarizes research to: (1) evaluate the effectiveness of the prototype juvenile radio-tag system in a field situation and (2) to test the basic assumptions inherent in using the juvenile radio tag as a research tool.« less

Innovative techniques for analyzing the three-dimensional behavioral results from acoustically tagged fish

NASA Astrophysics Data System (ADS)

Steig, Tracey W.; Timko, Mark A.

2005-04-01

Acoustic tags were used to monitor the swimming patterns of downstream migrating salmon smolts approaching various dams on the Columbia River, USA. Downstream migrating yearling chinook (Oncorhynchus tshawytscha), steelhead (Oncorhynchus mykiss), sockeye (Oncorhynchus nerka), and sub-yearling chinook smolts were surgically implanted with acoustic tags. Fish were tracked in three-dimensions as they approached and passed into the turbine intakes, spillways, and surface bypass channel entrances at the dams during the 2004 spring and summer outmigrations. A number of advances in the analysis techniques and software have been made over the past few years. Some of these improvements include the development of various fish density algorithms, stream trace modeling analysis, and advances of three-dimensional animation programs. Three-dimensional tracks of fish approaching the turbine intakes, spillways, and surface bypass channel entrances will be presented. Concentrations of fish passage will be presented as three-dimensional fish densities superimposed over dam structures. Stream trace modeling animation will be presented showing predicted fish passage routes.

14. VIEW SHOWING UPSTREAM FACE OF HORSE MESA. TRACK FROM ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

14. VIEW SHOWING UPSTREAM FACE OF HORSE MESA. TRACK FROM AGGREGATE BARGES TO MIXING PLANT IS AT LOWER LEFT, RIGHT SPILLWAY CHUTE IS TAKING FORM AT UPPER RIGHT April 29, 1927 - Horse Mesa Dam, Salt River, 65 miles East of Phoenix, Phoenix, Maricopa County, AZ

3. GENERAL VIEW ACROSS CANAL PRISM TO TOWPATH BERM NORTH ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

3. GENERAL VIEW ACROSS CANAL PRISM TO TOWPATH BERM NORTH OF THE SPILLWAY; VIEW TO WEST FROM ROUTE 146 EMBANKMENT. - Blackstone Canal Millbury Segment, Beginning northwest of State Route 146 & McCracken Road, running along west side of Route 146, Millbury, Worcester County, MA

2. GENERAL VIEW ACROSS CANAL PRISM TO TOWPATH BERM SOUTH ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

2. GENERAL VIEW ACROSS CANAL PRISM TO TOWPATH BERM SOUTH OF THE SPILLWAY; VIEW TO SOUTHWEST FROM ROUTE 146 EMBANKMENT. - Blackstone Canal Millbury Segment, Beginning northwest of State Route 146 & McCracken Road, running along west side of Route 146, Millbury, Worcester County, MA

191. Photocopy of drawing, Twin Falls Canal Company, date unknown. ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

191. Photocopy of drawing, Twin Falls Canal Company, date unknown. SPILLWAY GATES, MILNER DAM, TWIN FALLS COUNTY, MILNER, IDAHO; BLUEPRINT. - Milner Dam & Main Canal: Twin Falls Canal Company, On Snake River, 11 miles West of city of Burley, Idaho, Twin Falls, Twin Falls County, ID

18 CFR 12.31 - Definitions.

Code of Federal Regulations, 2013 CFR

2013-04-01

... Section 12.31 Conservation of Power and Water Resources FEDERAL ENERGY REGULATORY COMMISSION, DEPARTMENT OF ENERGY REGULATIONS UNDER THE FEDERAL POWER ACT SAFETY OF WATER POWER PROJECTS AND PROJECT WORKS... water over the dam or a spillway. (e) The Director of the Office of Energy Projects Licensing may, for...

18 CFR 12.31 - Definitions.

Code of Federal Regulations, 2014 CFR

2014-04-01

... Section 12.31 Conservation of Power and Water Resources FEDERAL ENERGY REGULATORY COMMISSION, DEPARTMENT OF ENERGY REGULATIONS UNDER THE FEDERAL POWER ACT SAFETY OF WATER POWER PROJECTS AND PROJECT WORKS... water over the dam or a spillway. (e) The Director of the Office of Energy Projects Licensing may, for...

18 CFR 12.31 - Definitions.

Code of Federal Regulations, 2012 CFR

2012-04-01

... Section 12.31 Conservation of Power and Water Resources FEDERAL ENERGY REGULATORY COMMISSION, DEPARTMENT OF ENERGY REGULATIONS UNDER THE FEDERAL POWER ACT SAFETY OF WATER POWER PROJECTS AND PROJECT WORKS... water over the dam or a spillway. (e) The Director of the Office of Energy Projects Licensing may, for...

18 CFR 12.31 - Definitions.

Code of Federal Regulations, 2011 CFR

2011-04-01

... Section 12.31 Conservation of Power and Water Resources FEDERAL ENERGY REGULATORY COMMISSION, DEPARTMENT OF ENERGY REGULATIONS UNDER THE FEDERAL POWER ACT SAFETY OF WATER POWER PROJECTS AND PROJECT WORKS... water over the dam or a spillway. (e) The Director of the Office of Energy Projects Licensing may, for...

156. Photographic copy of original construction drawing dated October 24, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

156. Photographic copy of original construction drawing dated October 24, 1930 (from Record Group 115, Denver Branch of the National Archives, Denver). OWYHEE DAM SPILLWAY; 60 X 12 RING GATE-CONTROL; SCALE FRAME AND SCALES. - Owyhee Dam, Across Owyhee River, Nyssa, Malheur County, OR

21. DETAIL VIEW OF THE OLD ARMORY WALL LOCATED ALONG ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

21. DETAIL VIEW OF THE OLD ARMORY WALL LOCATED ALONG THE SHORE OF THE POTOMAC SLIGHTLY SOUTHEAST FROM THE SPILLWAYS OF THE POWER PLANT. - Potomac Power Plant, On West Virginia Shore of Potomac River, about 1 mile upriver from confluence with Shenandoah River, Harpers Ferry, Jefferson County, WV

75 FR 352 - Enloe Hydroelectric Project; Notice of Application Ready for Environmental Analysis and...

Federal Register 2010, 2011, 2012, 2013, 2014

2010-01-05

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 12569-001] Enloe... copies to: Kimberly D. Bose, Secretary, Federal Energy Regulatory Commission, 888 First Street, NE... concrete gravity arch dam with an integrated 276- foot-long central overflow spillway with 5-foot-high...

1. VIEW OF DOWNSTREAM SIDE OF DIVERSION DAM ON THE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

1. VIEW OF DOWNSTREAM SIDE OF DIVERSION DAM ON THE SNAKE RIVER, LOOKING NORTHEAST. NOTE HEADGATE STRUCTURE ON NORTH BANK, SPILLWAY ON LEFT SIDE OF DAM, AND SPLASH LOGS ON DOWNSTREAM SIDE OF DAM. - Snake River Ditch, Headgate on north bank of Snake River, Dillon, Summit County, CO

60. McMILLAN DAM Photographic copy of construction drawing dated ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

60. McMILLAN DAM - Photographic copy of construction drawing dated April 4, 1917 (from aperture card located at Bureau of Reclamation, Salt Lake City). DETAIL CONSTRUCTION SPILLWAY NO. 2 - Carlsbad Irrigation District, McMillan Dam, On Pecos River, 13 miles North of Carlsbad, Carlsbad, Eddy County, NM

Trunnion Rod Microcrack Detection

DTIC Science & Technology

2013-08-01

Richard W. Haskins, Joseph A. Padula , and John E. Hite BACKGROUND: Post-tensioned rods are used to anchor spillway gates and transfer the forces...email: James.A.Evans@usace.army.mil). This technical note should be cited as follows: Evans, J. A., Haskins, R. W., Padula , J. A., and Hite, J. E. 2013

33 CFR 222.2 - Acquisition of lands downstream from spillways for hydrologic safety purposes.

Code of Federal Regulations, 2010 CFR

2010-07-01

... CORPS OF ENGINEERS, DEPARTMENT OF THE ARMY, DEPARTMENT OF DEFENSE ENGINEERING AND DESIGN § 222.2... agencies having civil works responsibilities. (c) Reference. ER 405-2-150. (d) Discussion. A policy of... that would prevail without the project. General hydrologic engineering considerations are as follows...

Model study of RCC stepped spillways with sloped converging training walls

USDA-ARS?s Scientific Manuscript database

Approximately half of the over 11,000 small watershed dams designed and constructed under the supervision of the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) will reach the end of their planned service life within the next 10 years. Many of these dams...

73. AVALON DAM Photographic copy of historic photo, C1912 ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

73. AVALON DAM - Photographic copy of historic photo, C1912 (original print located at the Carlsbad Irrigation District office, Carlsbad, New Mexico) photographer unknown VIEW OF SPILLWAY NO. 2 - Carlsbad Irrigation District, Avalon Dam, On Pecos River, 4 miles North of Carlsbad, Carlsbad, Eddy County, NM

70. AVALON DAM Photographic copy of historic photo, August ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

70. AVALON DAM - Photographic copy of historic photo, August 5, 1911 (original print located at the Carlsbad Irrigation District offices, Carlsbad, New Mexico) photographer unknown AUTOMATIC GATES AT SPILLWAY NO. 1 - Carlsbad Irrigation District, Avalon Dam, On Pecos River, 4 miles North of Carlsbad, Carlsbad, Eddy County, NM

150. Photographic copy of original construction drawing dated July 29, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

150. Photographic copy of original construction drawing dated July 29, 1930 (from Record Group 115, Denver Branch of the National Archives, Denver). 60 x 12 SPILLWAY RING GATE; CONTROL AND PIPING INSTALLATION AND ANCHOR BOLT LOCATION (SHEET 3 OF 8). - Owyhee Dam, Across Owyhee River, Nyssa, Malheur County, OR

35. MAIN CANAL Photographic copy of construction drawing c1907 ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

35. MAIN CANAL - Photographic copy of construction drawing c1907 (from Record Group 115, Box17, Denver Branch of the National Archives, Denver) SPILLWAY ABOVE DARK CANYON SIPHON - Carlsbad Irrigation District, Main Canal, 4 miles North to 12 miles Southeast of Carlsbad, Carlsbad, Eddy County, NM

Photographic copy of photograph, B.G. James, photographer, 9 September 1935 ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

Photographic copy of photograph, B.G. James, photographer, 9 September 1935 (original print located at National Archives and Records Center, Denver, Colorado). "DEBRIS IN SPILLWAY BASIN PILED BY HAND BY CCC WORKERS" - Kachess Dam, Kachess River, 1.5 miles north of Interstate 90, Easton, Kittitas County, WA

78 FR 62348 - Erie Boulevard Hydropower, L.P.; Notice of Application Accepted for Filing and Soliciting Motions...

Federal Register 2010, 2011, 2012, 2013, 2014

2013-10-18

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 7320-042] Erie Boulevard...: Secretary, Federal Energy Regulatory Commission, 888 First Street NE., Washington, DC 20426. The first page... of: (1) A 201-foot-long, 32- foot-high maximum height concrete gravity-type dam having a spillway...

78 FR 68044 - Erie Boulevard Hydropower, L.P.; Notice of Scoping Meetings and Environmental Site Review and...

Federal Register 2010, 2011, 2012, 2013, 2014

2013-11-13

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 7320-042] Erie Boulevard... electronic filing, please send a paper copy to: Secretary, Federal Energy Regulatory Commission, 888 First... height concrete gravity-type dam having a spillway section with crest elevation 1,283.8 feet mean sea...

Evaluation of 2D shallow-water model for spillway flow with a complex geometry

USDA-ARS?s Scientific Manuscript database

Although the two-dimensional (2D) shallow water model is formulated based on several assumptions such as hydrostatic pressure distribution and vertical velocity is negligible, as a simple alternative to the complex 3D model, it has been used to compute water flows in which these assumptions may be ...

33 CFR 208.25 - Pensacola Dam and Reservoir, Grand (Neosho) River, Okla.

Code of Federal Regulations, 2014 CFR

2014-07-01

... in order to obtain maximum flood control benefits, with the provision that the suggested reduction in... reading shall be shown for each day with additional readings of releases for all changes in spillway gate operation, and with readings of all items except evaporation three times daily when the District Engineer...

33 CFR 208.25 - Pensacola Dam and Reservoir, Grand (Neosho) River, Okla.

Code of Federal Regulations, 2012 CFR

2012-07-01

... in order to obtain maximum flood control benefits, with the provision that the suggested reduction in... reading shall be shown for each day with additional readings of releases for all changes in spillway gate operation, and with readings of all items except evaporation three times daily when the District Engineer...

33 CFR 208.25 - Pensacola Dam and Reservoir, Grand (Neosho) River, Okla.

Code of Federal Regulations, 2013 CFR

2013-07-01

... in order to obtain maximum flood control benefits, with the provision that the suggested reduction in... reading shall be shown for each day with additional readings of releases for all changes in spillway gate operation, and with readings of all items except evaporation three times daily when the District Engineer...

75 FR 16456 - Inglis Hydropower, LLC; Notice Soliciting Scoping Comments

Federal Register 2010, 2011, 2012, 2013, 2014

2010-04-01

... would be located at the existing Inglis Bypass Channel and Spillway on the Withlacoochee River, west of... Bypass Channel; (2) a 130-foot-long penstock consisting of two 14-foot by 14- foot reinforced concrete... megawatt (MW) and one 0.4 MW vertical shaft turbines; (4) a 100-foot-long concrete discharge channel...

114. Photocopy of original construction drawing, 14 August 1935. (Original ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

114. Photocopy of original construction drawing, 14 August 1935. (Original print in the possession of U.S. Army Corps of Engineers, Portland District, Portland, OR.) (M-5-8, Sheet No. 14) SPILLWAY DAM FISHWAY ENTRANCE BAY DIFFUSION CHAMBER BEAN DETAILS. - Bonneville Project, Bonneville Dam, Columbia River, Bonneville, Multnomah County, OR

33 CFR 222.2 - Acquisition of lands downstream from spillways for hydrologic safety purposes.

Code of Federal Regulations, 2013 CFR

2013-07-01

... CORPS OF ENGINEERS, DEPARTMENT OF THE ARMY, DEPARTMENT OF DEFENSE ENGINEERING AND DESIGN § 222.2... that would prevail without the project. General hydrologic engineering considerations are as follows... property. (iii) Flood durations are a maximum of 3 hours in urban areas and 24 hours in agricultural areas...

33 CFR 222.2 - Acquisition of lands downstream from spillways for hydrologic safety purposes.

Code of Federal Regulations, 2014 CFR

2014-07-01

... CORPS OF ENGINEERS, DEPARTMENT OF THE ARMY, DEPARTMENT OF DEFENSE ENGINEERING AND DESIGN § 222.2... that would prevail without the project. General hydrologic engineering considerations are as follows... property. (iii) Flood durations are a maximum of 3 hours in urban areas and 24 hours in agricultural areas...

33 CFR 222.2 - Acquisition of lands downstream from spillways for hydrologic safety purposes.

Code of Federal Regulations, 2012 CFR

2012-07-01

... CORPS OF ENGINEERS, DEPARTMENT OF THE ARMY, DEPARTMENT OF DEFENSE ENGINEERING AND DESIGN § 222.2... that would prevail without the project. General hydrologic engineering considerations are as follows... property. (iii) Flood durations are a maximum of 3 hours in urban areas and 24 hours in agricultural areas...

11. INTERIOR VIEW OF OPERATING HOUSE NO. 4, SHOWING WORM ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

11. INTERIOR VIEW OF OPERATING HOUSE NO. 4, SHOWING WORM WHEEL GEAR ASSEMBLY, ORIGINAL 20 HP EAST HOIST MOTOR, AND CONTROL GATES 7 AND 8 HAND BRAKES, WITH MOTOR SELECTOR SWITCH, MOTOR STARTING SWITCH, AND OIL CIRCUIT BREAKER IN BACKGROUND - Long Lake Hydroelectric Plant, Spillway Dam, Spanning Spokane River, Ford, Stevens County, WA

Weathering and vegetation effects in early stages of soil formation

Treesearch

Jonathan D. Phillips; Alice V. Turkington; Daniel A. Marion

2008-01-01

Bedrock surfaces in the Ouachita Mountains, Arkansas, exposed by spillway construction and which had not previously been subjected to surface weathering environments, developed 15?20 cm thick soil covers in less than three decades. All open bedrock joints showed evidence of weathering and biological activity. Rock surfaces and fragments also showed evidence of...

75 FR 20991 - Upper Peninsula Power Company; Notice of Availability of Environmental Assessment

Federal Register 2010, 2011, 2012, 2013, 2014

2010-04-22

... Peninsula Power Company's plan to replace the spillway at the Bond Falls Development of the Bond Falls... Bond Falls Development is located on the Middle Branch of the Ontonagon River in Ontonagon County..., would not constitute a major federal action that would significantly affect the quality of the human...

49. McMILLAN DAM Photographic copy of historic photo, c1917 ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

49. McMILLAN DAM - Photographic copy of historic photo, c1917 (original print located at the Carlsbad Irrigation District offices, Carlsbad, New Mexico) photographer unknown. VIEW SHOWING CONSTRUCTION OF SPILLWAY NO. 2 - Carlsbad Irrigation District, McMillan Dam, On Pecos River, 13 miles North of Carlsbad, Carlsbad, Eddy County, NM

59. AVALON DAM Photographic copy of historic photo, October ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

59. AVALON DAM - Photographic copy of historic photo, October 29, 1906 (original print located at the Carlsbad Irrigation District offices, Carlsbad, New Mexico) photographer unknown 'OLD HEADGATES AT SPILLWAY NO. 1 SHOWING STOCKPILES FOR PAVING' - Carlsbad Irrigation District, Avalon Dam, On Pecos River, 4 miles North of Carlsbad, Carlsbad, Eddy County, NM

157. Photographic copy of original construction drawing dated July 29, ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

157. Photographic copy of original construction drawing dated July 29, 1930 (from Record Group 115, Denver Branch of the National Archives, Denver). OWYHEE DAM; 60 X 12 SPILLWAY RING GATE; CONTROL AND PIPING INSTALLATION AND ANCHOR BOLT LOCATION (SHEET 2 OF 8). - Owyhee Dam, Across Owyhee River, Nyssa, Malheur County, OR

VIEW LOOKING NORTHEAST INTO LOCK 71. NOTE THE SEDIMENT BUILD ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

VIEW LOOKING NORTHEAST INTO LOCK 71. NOTE THE SEDIMENT BUILD UP. THIS IS BY DESIGN, NOT ONLY ARE THE OLDER LOCKS USED AS AN OVERFLOW SPILLWAY FOR THE CURRENT LOCKS, THEY ARE ALSO USED FOR SEDIMENT AND DEBRIS CONTROL. - New York State Barge Canal, Lockport Locks, Richmond Avenue, Lockport, Niagara County, NY

64. Photocopy of Photograph (original located in Univ. of Denver ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

64. Photocopy of Photograph (original located in Univ. of Denver collection). C.R. Savage, Photographer, March, 1905. MILNER DAM. WATER FLOODING OVER SPILLWAY FOR FIRST TIME. - Milner Dam & Main Canal: Twin Falls Canal Company, On Snake River, 11 miles West of city of Burley, Idaho, Twin Falls, Twin Falls County, ID

61. McMILLAN DAM Photographic copy of construction drawing dated ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

61. McMILLAN DAM - Photographic copy of construction drawing dated April 2, 1917 (from Record Group 115, Box 16, Denver Branch of the National Archives, Denver). RECORD DRAWING OF SPILLWAY NO. 2 - Carlsbad Irrigation District, McMillan Dam, On Pecos River, 13 miles North of Carlsbad, Carlsbad, Eddy County, NM

33 CFR 208.25 - Pensacola Dam and Reservoir, Grand (Neosho) River, Okla.

Code of Federal Regulations, 2011 CFR

2011-07-01

... elevation of the reservoir pool and the tailwater, number of gates in operation, spillway and turbine... instructions for operation of the reservoir in the interest of flood control during an emergency condition when... 33 Navigation and Navigable Waters 3 2011-07-01 2011-07-01 false Pensacola Dam and Reservoir...

33 CFR 208.25 - Pensacola Dam and Reservoir, Grand (Neosho) River, Okla.

Code of Federal Regulations, 2010 CFR

2010-07-01

... elevation of the reservoir pool and the tailwater, number of gates in operation, spillway and turbine... instructions for operation of the reservoir in the interest of flood control during an emergency condition when... 33 Navigation and Navigable Waters 3 2010-07-01 2010-07-01 false Pensacola Dam and Reservoir...

23. Photocopy of original photo from Corps of Engineers, Los ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

23. Photocopy of original photo from Corps of Engineers, Los Angeles District, 'Report on Salinas Dam, Salinas River, California,' June 15, 1943. (Photographer unknown; report located at City of San Luis Obispo.) CONSTRUCTION PHOTO SHOWING CURVED CONCRETE CHUTE SPILLWAY. - Salinas Dam, Salinas River near Pozo Road, Santa Margarita, San Luis Obispo County, CA

76. Photocopy of Photograph (original located in Univ. of Denver ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

76. Photocopy of Photograph (original located in Univ. of Denver collection). C.R. Savage, Photographer, date unknown. DISASSEMBLING CRANE TOWER FROM SOUTH ISLAND SPILLWAY. REMOVING CABLE TOWER. - Milner Dam & Main Canal: Twin Falls Canal Company, On Snake River, 11 miles West of city of Burley, Idaho, Twin Falls, Twin Falls County, ID

33 CFR 222.2 - Acquisition of lands downstream from spillways for hydrologic safety purposes.

Code of Federal Regulations, 2011 CFR

2011-07-01

... CORPS OF ENGINEERS, DEPARTMENT OF THE ARMY, DEPARTMENT OF DEFENSE ENGINEERING AND DESIGN § 222.2... depth. (iii) Flood duration. (iv) Velocities. (v) Debris and erosion. (2) Determine the combinations of... hazardous and non-hazardous. Non-hazardous areas are defined as those areas where: (i) Flood depths are...

Gene-expression programming for flip-bucket spillway scour.

PubMed

Guven, Aytac; Azamathulla, H Md

2012-01-01

During the last two decades, researchers have noticed that the use of soft computing techniques as an alternative to conventional statistical methods based on controlled laboratory or field data, gave significantly better results. Gene-expression programming (GEP), which is an extension to genetic programming (GP), has nowadays attracted the attention of researchers in prediction of hydraulic data. This study presents GEP as an alternative tool in the prediction of scour downstream of a flip-bucket spillway. Actual field measurements were used to develop GEP models. The proposed GEP models are compared with the earlier conventional GP results of others (Azamathulla et al. 2008b; RMSE = 2.347, δ = 0.377, R = 0.842) and those of commonly used regression-based formulae. The predictions of GEP models were observed to be in strictly good agreement with measured ones, and quite a bit better than conventional GP and the regression-based formulae. The results are tabulated in terms of statistical error measures (GEP1; RMSE = 1.596, δ = 0.109, R = 0.917) and illustrated via scatter plots.

151. Photocopy of drawing (taken from Twin Falls Canal Company ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

151. Photocopy of drawing (taken from Twin Falls Canal Company Surveyor's Transit Book #363, Page 20). SURVEY PRINT SHOWING POINT SPILLWAY AND FIELD NOTES, TWIN FALLS COUNTY NORTHWEST OF MURTAUGH, IDAHO. - Milner Dam & Main Canal: Twin Falls Canal Company, On Snake River, 11 miles West of city of Burley, Idaho, Twin Falls, Twin Falls County, ID

88. AVALON DAM Photographic copy of construction drawing dated ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

88. AVALON DAM - Photographic copy of construction drawing dated February 9, 1912 (from Record Group 115, Box 17, Denver Branch of the National Archives, Denver) METHOD OF CLOSING UP OLD GATE OPENINGS IN SPILLWAY AND ARRANGEMENT OF TURBINES, OPERATING CYLINDER GATES - Carlsbad Irrigation District, Avalon Dam, On Pecos River, 4 miles North of Carlsbad, Carlsbad, Eddy County, NM

77 FR 30523 - Albany Engineering Corporation; Notice of Preliminary Permit Application Accepted for Filing and...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-05-23

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 14387-000] Albany...-long and 15-foot-high ogee-shaped concrete gravity dam with a 356-foot-long tainter-gated structure... a storage capacity of 5,000 acre-feet at the spillway crest elevation of 28.3 feet National Geodetic...

76 FR 43679 - FirstLight Hydro Generating Company; City of Norwich Department of Public Utilities; Notice of...

Federal Register 2010, 2011, 2012, 2013, 2014

2011-07-21

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 2662-012; Project No. 12968..., Federal Energy Regulatory Commission, 888 First Street, NE., Washington, DC 20426. The Commission's Rules... gravity-type ungated spillway section with a crest elevation of 75.38 feet local datum and 30-inch wooden...

178. Photocopy of Photograph, Twin Falls Canal Company. C. R. ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

178. Photocopy of Photograph, Twin Falls Canal Company. C. R. Savage, Photographer, March, 1905. FIRST FULL WATER OVER MILNER DAM, TWIN FALLS COUNTY, MILNER, IDAHO; SOUTHWEST VIEW OF SPILLWAY GATES. - Milner Dam & Main Canal: Twin Falls Canal Company, On Snake River, 11 miles West of city of Burley, Idaho, Twin Falls, Twin Falls County, ID

Completion of Embankment and Spillway, Joe Pool Lake, Mountain Creek, Texas.

DTIC Science & Technology

1988-02-01

approval. The strictly enforced time limitations, described above, eliminated any requirement for treatment of the exposed rock surfaces using moisture...34 *- FI 2L- -. CA6 70 -k 8A- - 7. , 7 L;...2t-ztt L*55PA 5$ __DA_____PEOO .. .. ... .... .>. __.. .. . L trA ~.’- AI2ZP ".M.s -# -s _e4- or

77 FR 10490 - FPL Energy Maine Hydro, LLC; Notice of Availability of Environmental Assessment

Federal Register 2010, 2011, 2012, 2013, 2014

2012-02-22

... the spillway at the Upper Dam development, which is part of the Upper and Middle Dam Storage Project... not constitute a major federal action significantly affecting the quality of the human environment... Commission's Web site at http://www.ferc.gov using the ``eLibrary'' link. Enter the docket number excluding...

76 FR 71960 - KC Hydro LLC of New Hampshire; Notice of Preliminary Permit Application Accepted for Filing and...

Federal Register 2010, 2011, 2012, 2013, 2014

2011-11-21

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 14247-000] KC Hydro LLC of..., Motions To Intervene, and Competing Applications On August 8, 2011, KC Hydro LLC of New Hampshire filed an... spillway elevation of 130 feet mean sea level (msl); (3) connecting new electrical [[Page 71961...

Probability of Flood-Induced Overtopping of Barriers in Watershed-Reservoir-Dam Systems

DTIC Science & Technology

2011-09-01

developed empirical charts to estimate the historical 6-h, 10 mi2 PMP attributable to a uniform storm on such a point within the basin area (USBR 1976, 1977...ENGINEERING © ASCE / SEPTEMBER 2011 / 11 Queries 1. Please provide 10 mi2 in SI units. 2. The double parentheses in the spillway outflow have been

30 CFR 715.18 - Dams constructed of or impounding waste material.

Code of Federal Regulations, 2010 CFR

2010-07-01

... point on the embankment crest and the maximum water elevation shall be at least 3 feet to avoid... facility to be evacuated by spillways or decants of 90 percent of the volume of water stored during the..., existing storage capacity of impounding structures, any fires occurring in the material over the past year...

78 FR 30913 - ALLETE, Inc.; Notice of Application for Temporary Amendment of License and Soliciting Comments...

Federal Register 2010, 2011, 2012, 2013, 2014

2013-05-23

....5 feet from the normal reservoir elevation of 1177.0 feet on December 17, 2012. The applicant proposes to maintain the elevation within 0.25 feet of 1175.5 feet under normal operations until spillway repairs are completed, and the reservoir is refilled. As currently planned, the reservoir will be refilled...

77 FR 15093 - Public Service Company of Colorado;

Federal Register 2010, 2011, 2012, 2013, 2014

2012-03-14

...-foot-long concrete- faced rockfill Upper Dam across Cabin Creek; (2) a 25.4 acre upper reservoir with 1... earthfill and rockfill Lower Dam across South Clear Creek; (4) a 44.8-acre lower reservoir with 1,221 acre...; (5) a 145-foot-long auxiliary spillway constructed in the embankment of the lower reservoir with a...

58. Photocopy of Photograph (original located in Univ. of Denver ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

58. Photocopy of Photograph (original located in Univ. of Denver collection) C.R. Savage, Photographer, March, 1905. UPPER FACE OF MILNER DAM, SOUTH DAM UPPER FILL AND SPILLWAY GATES ACROSS SOUTH ISLAND. - Milner Dam & Main Canal: Twin Falls Canal Company, On Snake River, 11 miles West of city of Burley, Idaho, Twin Falls, Twin Falls County, ID

24. CLOSEUP VIEW OF A GRINDSTONE THAT IS LOCATED NEAR ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

24. CLOSE-UP VIEW OF A GRINDSTONE THAT IS LOCATED NEAR THE SPILLWAYS OF THE POWER PLANT. THIS GRINDSTONE REMAINS FROM THE ERA WHEN THE STRUCTURE ON THIS SITE FUNCTIONED AS A PULP MILL. - Potomac Power Plant, On West Virginia Shore of Potomac River, about 1 mile upriver from confluence with Shenandoah River, Harpers Ferry, Jefferson County, WV

75 FR 55317 - FirstLight Hydro Generating Company; City of Norwich Department of Public Utilities; Notice of...

Federal Register 2010, 2011, 2012, 2013, 2014

2010-09-10

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 2662-002; Project No. 12968... with a crest elevation of 75.38 feet local datum; (d) an 18.83-foot-long gravity-type ungated spillway...-generator; (2) a 134-acre reservoir at an elevation of 77.9 feet local datum with a usable storage capacity...

78 FR 61958 - New England Hydropower Company, LLC; Notice of Preliminary Permit Application Accepted for Filing...

Federal Register 2010, 2011, 2012, 2013, 2014

2013-10-08

... located on Quinnipiac River, near the city of Meriden, in New Haven County, Connecticut. The sole purpose...' express permission. The proposed project would consist of the following: (1) An existing 25-foot-high, 430-foot-long earth embankment dam with four low-level, sluice gates and a 242-foot-long concrete spillway...

76 FR 8728 - Bear Creek Hydro Associates, LLC; Notice of Preliminary Permit Application Accepted for Filing...

Federal Register 2010, 2011, 2012, 2013, 2014

2011-02-15

... on Bear Creek, near Concrete, Washington. The sole purpose of a preliminary permit, if issued, is to... includes the following existing facilities: (1) A 100-foot-long diversion structure with a 30-foot-long, 6-foot- high ungated overflow spillway section at an elevation of 987 feet msl; (2) a 400-foot-long, 36...

78 FR 22870 - Free Flow Power Corporation; Notice of Application Accepted for Filing and Soliciting Motions To...

Federal Register 2010, 2011, 2012, 2013, 2014

2013-04-17

... Natural Resources and impounds a 553-acre reservoir at a normal pool elevation of 472.2 North American... the existing Williams dam owned by the Indiana Department of Natural Resources on the East Fork White... maintained at the existing normal pool elevation (crest of the dam spillway) or above. The average annual...

Bathymetry and capacity of Chambers Lake, Chester County, Pennsylvania

USGS Publications Warehouse

Gyves, Matthew C.

2015-10-26

This report describes the methods used to create a bathymetric map of Chambers Lake for the computation of reservoir storage capacity as of September 2014. The product is a bathymetric map and a table showing the storage capacity of the reservoir at 2-foot increments from minimum usable elevation up to full capacity at the crest of the auxiliary spillway.

77 FR 73651 - North Star Hydro Services, CA LLC; Notice of Preliminary Permit Application Accepted for Filing...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-12-11

...), proposing to study the feasibility of the Marble Bluff Dam Hydropower Project to be located at the U.S. Bureau of Reclamation's Marble Bluff dam on the Truckee River, near Nixon, Washoe County, Nevada. The... east of the existing spillway of the Marble Bluff dam. Flow diverted at the sluice gate would be used...

75 FR 30013 - South Feather Water and Power Agency; Notice of Availability of Environmental Assessment

Federal Register 2010, 2011, 2012, 2013, 2014

2010-05-28

... modify the spillway at Sly Creek Dam, part of the Sly Creek development of the South Feather Power... federal action significantly affecting the quality of the human environment. A copy of the EA is available... at http://www.ferc.gov using the ``eLibrary'' link. Enter the docket number (P-2088) in the docket...

77 FR 64496 - Freedom Falls, LLC; Notice of Application Ready for Environmental Analysis and Soliciting...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-10-22

... eel passage facility and working platform; (5) a new 60-foot-long, 30-inch-diameter steel penstock leading to; (6) an existing 20-foot-wide, by 30-foot- long generating room containing a new 38.3 kilowatt...-long, 12-foot-high concrete-capped stone masonry dam with a 25-foot-long, 10-foot-high spillway with...

77 FR 36524 - Freedom Falls, LLC; Notice of Application Tendered for Filing With the Commission and Soliciting...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-06-19

... facility and working platform; (5) a new 60-foot-long, 30-inch-diameter steel penstock leading to; (6) an.... n. The proposed Freedom Falls Hydroelectric Project would consist of: (1) An existing 90-foot-long, 12-foot-high concrete-capped stone masonry dam with a 25-foot-long, 10-foot-high spillway with two...

75. AVALON DAM Photographic copy of historic photo, April ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

75. AVALON DAM - Photographic copy of historic photo, April 10, 1938 (original print in '1938 Annual Report of the Carlsbad Project,' located at the Carlsbad Irrigation District offices, Carlsbad, New Mexico) photographer unknown 'AVALON DAM - CCC ROCK WORK AT SPILLWAY NO. 2' - Carlsbad Irrigation District, Avalon Dam, On Pecos River, 4 miles North of Carlsbad, Carlsbad, Eddy County, NM

Control-Structure Ratings on the Fox River at McHenry and Algonquin, Illinois

USGS Publications Warehouse

Straub, Timothy D.; Johnson, Gary P.; Hortness, Jon E.; Parker, Joseph R.

2009-01-01

The Illinois Department of Natural Resources-Office of Water Resources operates control structures on a reach of the Fox River in northeastern Illinois between McHenry and Algonquin. The structures maintain water levels in the river for flood-control and recreational purposes. This report documents flow ratings for hinged-crest gates, a broad-crested weir, sluice gates, and an ogee spillway on the control structures at McHenry and Algonquin. The ratings were determined by measuring headwater and tailwater stage along with streamflow at a wide range of flows at different gate openings. Standard control-structure rating techniques were used to rate each control structure. The control structures at McHenry consist of a 221-feet(ft)-long broad-crested weir, a 4-ft-wide fish ladder, a 50-ft-wide hinged-crest gate, five 13.75-ft-wide sluice gates, and a navigational lock. Sixty measurements were used to rate the McHenry structures. The control structures at Algonquin consist of a 242-ft-long ogee spillway and a 50-ft-wide hinged-crest gate. Forty-one measurements were used to rate the Algonquin control structures.

Abundance and distribution of Vibrio cholerae, V. parahaemolyticus, and V. vulnificus following a major freshwater intrusion into the Mississippi Sound.

PubMed

Griffitt, Kimberly J; Grimes, D Jay

2013-04-01

In response to a major influx of freshwater to the Mississippi Sound following the opening of the Bonnet Carre Spillway, water samples were collected from three sites along the Mississippi shoreline to assess the impact of altered salinity on three pathogenic Vibrio species. Salinity readings across the affected area during the 2011 sample period ranged from 1.4 to 12.9 ppt (mean = 7.0) and for the 2012 sample period from 14.1 to 23.6 ppt (mean = 19.8). Analyses of the data collected in 2011 showed a reduction in densities of Vibrio parahaemolyticus and Vibrio vulnificus with a concurrent increase of Vibrio cholerae numbers, with V. cholerae becoming the only Vibrio detected once salinity readings dropped to 6 ppt. Follow-up samples taken in 2012 after recovery of the salinity in the sound showed that the relative densities of the three pathogenic vibrios had reverted back to normal levels. This study shows that although the spillway was open but a few weeks and the effects were therefore time limited, the Mississippi River water had a profound, if temporary, effect on Vibrio ecology in the Mississippi Sound.

Factors Affecting Route Selection and Survival of Steelhead Kelts at Snake River Dams in 2012 and 2013

DOE Office of Scientific and Technical Information (OSTI.GOV)

Harnish, Ryan A.; Colotelo, Alison HA; Li, Xinya

2014-12-01

In 2012 and 2013, Pacific Northwest National Laboratory conducted a study that summarized the passage proportions and route-specific survival rates of steelhead kelts that passed through Federal Columbia River Power System (FCRPS) dams. To accomplish this, a total of 811 steelhead kelts were tagged with Juvenile Salmon Acoustic Telemetry System (JSATS) transmitters. Acoustic receivers, both autonomous and cabled, were deployed throughout the FCRPS to monitor the downstream movements of tagged-kelts. Kelts were also tagged with Passive Integrated Transponder tags to monitor passage through juvenile bypass systems and detect returning fish. The current study evaluated data collected in 2012 and 2013more » to identify individual, behavioral, environmental and dam operation variables that were related to passage and survival of steelhead kelts that passed through FCRPS dams. Bayesian model averaging of multivariable logistic regression models was used to identify the environmental, temporal, operational, individual, and behavioral variables that had the highest probability of influencing the route of passage and the route-specific survival probabilities for kelts that passed Lower Granite (LGR), Little Goose (LGS), and Lower Monumental (LMN) dams in 2012 and 2013. The posterior probabilities of the best models for predicting route of passage ranged from 0.106 for traditional spill at LMN to 0.720 for turbine passage at LGS. Generally, the behavior (depth and near-dam searching activity) of kelts in the forebay appeared to have the greatest influence on their route of passage. Shallower-migrating kelts had a higher probability of passing via the weir and deeper-migrating kelts had a higher probability of passing via the JBS and turbines than other routes. Kelts that displayed a higher level of near-dam searching activity had a higher probability of passing via the spillway weir and those that did less near-dam searching had a higher probability of passing via the JBS and turbines. The side of the river in which kelts approached the dam and dam operations also affected route of passage. Dam operations and the size and condition of kelts were found to have the greatest effect on route-specific survival probabilities for fish that passed via the spillway at LGS. That is, longer kelts and those in fair condition had a lower probability of survival for fish that passed via the spillway weir. The survival of spillway weir- and deep-spill passed kelts was positively correlated with the percent of the total discharge that passed through turbine unit 4. Too few kelts passed through the traditional spill, JBS, and turbine units to evaluate survival through these routes. The information gathered in this study describes Snake River steelhead kelt passage behavior, rates, and distributions through the FCRPS as well as provide information to biologists and engineers about the dam operations and abiotic conditions that are related to passage and survival of steelhead kelts.« less

77 FR 50682 - KC Scoby Hydro, LLC; Notice of Preliminary Permit Application Accepted for Filing and Soliciting...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-08-22

... DEPARTMENT OF ENERGY Federal Energy Regulatory Commission [Project No. 14423-000] KC Scoby Hydro... concrete gravity dam with a 183-foot-long spillway; (2) an existing impoundment having a surface area of 22 acres and a storage capacity of 52 acre-feet at an elevation of 1,080 feet mean sea level (msl); (3) a...

Little Goose Lock and Dam Removable Spillway Weir

DTIC Science & Technology

2007-08-01

Washington , Idaho Little Goose o i Lower w t i e s LIeG Harbor Granite BonnevilleW L••oh Dma•= SDam John Day S’°~Lwer1 Monumental __ •_]McNary Dam le Dam...passage route for 115 kcfs. 18 NG-1 1 Assemble at Little Goose or Lewiston rather than Portland 19 NG-12 Lower the pool elevation during construction to

National Dam Safety Program. MO Noname 27 Dam (MO 10353), Missouri - Nemaha - Nodaway Basin, Holt County, Missouri. Phase I Inspection Report.

DTIC Science & Technology

1979-05-01

life or property. OFl1473 EDTIOM Of I NOV 6S IS OBSOLETE .1 -CA FW IAN "’n.... UNCI.ASSTFTR~n ,SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered...data were developed from the USGS Maitland , Missouri 15 minute topographic quadrangle map. The hydraulic computations for the spillway and dam

77 FR 66608 - New England Hydropower Company, LLC; Notice of Preliminary Permit Application Accepted for Filing...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-11-06

... Spillway Dike with an 8-foot-long stop-log slot; (2) an existing 31-foot-long, 42-inch-diameter low level penstock; (3) an existing 0.13 acre impoundment with a normal maximum water surface elevation of 66.3 feet... transmission line connected to the NSTAR regional grid. The project would have an estimated average annual...

VIEW LOOKING SOUTHWEST INTO LOCK 71. NOTE THE CONCRETE WALL ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

VIEW LOOKING SOUTHWEST INTO LOCK 71. NOTE THE CONCRETE WALL WITH GATE-VALVED INLETS AT THE BOTTOM, BUILT AT THE LOCATION OF THE FORMER LOCK GATES. THE INLETS CONTROL THE VOLUME OF WATER PASSING THROUGH THE SPILLWAY TO MANAGE THE WATER FLOW TO THE DOWNSTREAM PORTION OF THE CANAL. - New York State Barge Canal, Lockport Locks, Richmond Avenue, Lockport, Niagara County, NY

77 FR 55206 - Freedom Falls, LLC; Notice of Application Accepted for Filing, Intent To Waive Scoping, and...

Federal Register 2010, 2011, 2012, 2013, 2014

2012-09-07

... working platform; (5) a new 60-foot-long, 30-inch-diameter steel penstock leading to; (6) an existing 20... proposed Freedom Falls Hydroelectric Project would consist of: (1) An existing 90-foot-long, 12-foot-high concrete-capped stone masonry dam with a 25-foot-long, 10-foot-high spillway with two vertical lift sluice...

Coralville Reservoir Water Quality Project

DTIC Science & Technology

2006-05-01

Description of the Area and Scope of the Project The Coralville flood control dam is located in Johnson County, Iowa , about three miles north of Iowa City...out of the reservoir. USGS 05453100 Iowa River at Marengo, IA USGS 05453520 Iowa River below Coralville Dam near Coralville , IA max min average...26: Pesticides in Fish. Coralville Reservoir Water Quality Pesticides in Fish Reservoir (Near Lake McBride Spillway) Downstream ( Iowa

Simulating future water temperatures in the North Santiam River, Oregon

NASA Astrophysics Data System (ADS)

Buccola, Norman L.; Risley, John C.; Rounds, Stewart A.

2016-04-01

A previously calibrated two-dimensional hydrodynamic and water-quality model (CE-QUAL-W2) of Detroit Lake in western Oregon was used in conjunction with inflows derived from Precipitation-Runoff Modeling System (PRMS) hydrologic models to examine in-lake and downstream water temperature effects under future climate conditions. Current and hypothetical operations and structures at Detroit Dam were imposed on boundary conditions derived from downscaled General Circulation Models in base (1990-1999) and future (2059-2068) periods. Compared with the base period, future air temperatures were about 2 °C warmer year-round. Higher air temperature and lower precipitation under the future period resulted in a 23% reduction in mean annual PRMS-simulated discharge and a 1 °C increase in mean annual estimated stream temperatures flowing into the lake compared to the base period. Simulations incorporating current operational rules and minimum release rates at Detroit Dam to support downstream habitat, irrigation, and water supply during key times of year resulted in lower future lake levels. That scenario results in a lake level that is above the dam's spillway crest only about half as many days in the future compared to historical frequencies. Managing temperature downstream of Detroit Dam depends on the ability to blend warmer water from the lake's surface with cooler water from deep in the lake, and the spillway is an important release point near the lake's surface. Annual average in-lake and release temperatures from Detroit Lake warmed 1.1 °C and 1.5 °C from base to future periods under present-day dam operational rules and fill schedules. Simulated dam operations such as beginning refill of the lake 30 days earlier or reducing minimum release rates (to keep more water in the lake to retain the use of the spillway) mitigated future warming to 0.4 and 0.9 °C below existing operational scenarios during the critical autumn spawning period for endangered salmonids. A hypothetical floating surface withdrawal at Detroit Dam improved temperature control in summer and autumn (0.6 °C warmer in summer, 0.6 °C cooler in autumn compared to existing structures) without altering release rates or lake level management rules.

Effects of catastrophic floods and debris flows on the sediment retention structure, North Fork Toutle River, Washington

USGS Publications Warehouse

Denlinger, Roger P.

2012-01-01

The eruption of Mount St. Helens in 1980 produced a debris avalanche that flowed down the upper reaches of the North Fork Toutle River in southwestern Washington, clogging this drainage with sediment. In response to continuous anomalously high sediment flux into the Toutle and Cowlitz Rivers resulting from this avalanche and associated debris flows, the U.S. Army Corps of Engineers completed a Sediment Retention Structure (SRS) on the North Fork Toutle River in May 1989. For one decade, the SRS effectively blocked most of the sediment transport down the Toutle River. In 1999, the sediment level behind the SRS reached the elevation of the spillway base. Since then, a higher percentage of sediment has been passing the SRS and increasing the flood risk in the Cowlitz River. Currently (2012), the dam is filling with sediment at a rate that cannot be sustained for its original design life, and the U.S. Army Corps of Engineers is concerned with the current ability of the SRS to manage floods. This report presents an assessment of the ability of the dam to pass large flows from three types of scenarios (it is assumed that no damage to the spillway will occur). These scenarios are (1) a failure of the debris-avalanche blockage forming Castle Lake that produces a dambreak flood, (2) a debris flow from failure of that blockage, or (3) a debris flow originating in the crater of Mount St. Helens. In each case, the flows are routed down the Toutle River and through the SRS using numerical models on a gridded domain produced from a digital elevation model constructed with existing topography and dam infrastructure. The results of these simulations show that a structurally sound spillway is capable of passing large floods without risk of overtopping the crest of the dam. In addition, large debris flows originating from Castle Lake or the crater of Mount St. Helens never reach the SRS. Instead, debris flows fill the braided channels upstream of the dam and reduce its storage capacity.

Petrographic Composition of Lignite from the Lake Somerville Spillway (East-central Texas)

NASA Astrophysics Data System (ADS)

Pawelec, Sandra; Bielowicz, Barbara

2017-12-01

In the presented paper, the macroscopic and microscopic composition of lignite from Lake Somerville Spillway has been examined. The study area is the upper part of the Manning Formation, located north-west of Somerville in the central-eastern part of Texas. There are three exposures: NE, SW and MC (Main Central) with visible parts of late-Eocene lignite seams belonging to the Jackson Group. The Manning section is divided into four marine dominated parasequences (P1 through P4). Lignite samples outlining the P1 parasequence from the MC and NE outcrops and the argillate sample from the lower part of the P2 parasequence, NE outcrop. Macroscopic characterization was carried out based on lithological classifications of humic coal. On this basis, it has been shown that the main lithotype occurring in the deposit is detritic (matrix) coal with a high share of mineral matter. The maceral composition of coal was determined according to the ICCP guidelines. The macerals from liptinite group were determined under fluorescent light. The maceral group content analysis was performed with use of 500-600 equally spaced points on the surface of the polished sections. It has been found that the examined coal is dominated by macerals from the huminite group, with a share ranging from 20.8 to 65.3% volume, including atrinite (9.8-22.8% volume, 17.5% volume on average). In the examined coal, macerals from the inertinite group (10.1 to 44.8%), especially semifusinite (max. 13.9%), fusinite (max. 9.3%) and funginite (max. 6.3 %) are of particularly large share. In the liptinite group, particular attention was paid to the content of alginite (max. 4.5%) and bituminite (max. 1.3 %), which indicate the paralic sedimentation environment of the examined coal. Additionally, the variability of macerals and maceral groups within the exposures and levels of the P1 parasequence was examined. The last step was to compare lignite from Lake Somerville Spillway with other lignites belonging to the Jackson Group, namely Gibbons Creek and San Miguel lignite mines.

Quaternary geology and geomorphology of the Dinosaur Provincial Park area and surrounding plains, Alberta, Canada: the identification of former glacial lobes, drainage diversions and meltwater flood tracks

NASA Astrophysics Data System (ADS)

Evans, David J. A.

2000-06-01

The Quaternary geology and geomorphology of the lower Red Deer River drainage basin, centred on the Dinosaur Provincial Park badlands, provides information on pre-Late Wisconsinan drainage patterns and the dynamics of former lobes of the Laurentide Ice Sheet in western Canada. Patterns of deglaciation, proglacial lake evolution and spillway incision are also reconstructed based upon the distribution of surface materials and glacial/glaciofluvial landforms. The Empress Group fluvial and glaciolacustrine sediments, which could be as young as 27 ka BP, infill the precursor Red Deer River and its tributaries and document the initial advance of glacier ice into southern Alberta. Glaciotectonic disturbance of older sediments and bedrock, the production of deformation tills and the construction of a megafluting complex and cupola hills record the advances of a glacier lobe centred over the study area. Stratified inter- and intra-till beds record pulses of subglacial meltwater between phases of subsole deformation. The thickening of tills towards the margin of the lobe represents a till wedge, an expected product of sediment advection by glaciers moving over deformable beds. The eastern margin of the glacier lobe is demarcated by the interlobate Suffield hummocky moraine belt which contains overprinted thrust ridges, which record diachronous oscillations of neighbouring lobes within the ice sheet. Proglacial and glaciofluvial sediments were deposited in the area in association with proglacial Lake Bassano/Patricia, which drained eastwards when the Suffield moraine was dissected by spillways. Changes in the size of glacial lake Bassano/Patricia are clearly documented by a sequence of spillway incisions which culminated in the erosion of scabland topography and the initiation of a new course for the Red Deer River, a 15 km southward diversion of the main channel. In distinct contrast to the documented incision histories of other small rivers in Alberta, One Tree Creek and Little Sandhill Creek did not start major incisions of the Quaternary sediments over buried valley positions until the late-Holocene when environmental conditions were characterized by higher precipitation.

National Program for Inspection of Non-Federal Dams. Ludlow Dam (MA 00547) and Cherry Valley Dam (MA 00548), Chicopee River Basin, Ludlow, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1978-08-01

operates to pump water from Settling Basin to Filter * Float Wells Beds above the location of Ludlow Dam. Crane Hoist Elevator Hydraulic Systum Service...outlet Channel beyond Emergency Spillway at Cherry Valley Dam Overflow StutueoBra ro aa atryVe Photogaph #1 P 0 Photograph #12 Contrls forw Slif Gaes ate

Completion of Embankment, Spillway and Outlet Works

DTIC Science & Technology

1990-08-01

Protection Against Slides and Rockfalls 42 5 PILE DRIVING AND SPECIAL FOUNDATIONS 42 6 TUNNELS, SHAFTS, AND UNDERGROUND STRUCTURES 42 7 FOUNDATION ANCHOR TEST...TW r tyVs.. l ti rs 80 .S0.90 R 4oeS . 14.0-..19.01 Noe 2ale 3" 0 34. lattafro14 600.0j 33.0’ S. 38.0-.39.01 631.0 for gi . x 0% WI APnbdcE

Hydrodynamic Forces on Spillway Torque-Tube Gates

DTIC Science & Technology

2010-10-01

damping coefficient associated with that of an equivalent viscous damper representing the energy dissipation mechanism from the structure itself plus the...in the figure the viscous damper with coef- ficient CD that exerts the drag force on the gate. The degree of freedom is defined as the rotation of...the following simplifying as- sumptions are postulated. Water is assumed an incompressible, inviscid, and homogeneous fluid , and its flow is taken as

National Dam Safety Program. N.J. No Name Number 30 Dam (NJ00339), Delaware River Basin, Weldon Brook, Morris County, New Jersey. Phase I Inspection Report.

DTIC Science & Technology

1981-07-01

type of migating measures required to increase the capacity of the spillway. 2. Stability analyses should be performed to determine the need for and...type of migating measures required to ensure that the darn is stable. 3. The outlet works should be repaired to allow for emergency drawdown of the

76 FR 4097 - Erie Boulevard Hydropower, L.P.; Notice of Application Tendered for Filing With the Commission...

Federal Register 2010, 2011, 2012, 2013, 2014

2011-01-24

... Oswegatchie River and consists of: (1) A 941-foot-long dam with a 192-foot-long, 69-foot-high concrete gravity... consists of: (1) A 568-foot-long dam and a 120-foot-long earthen embankment with a concrete core wall, and a 229- foot-long, 70-foot-high concrete gravity spillway with a crest elevation of 1,080.0 feet msl...

Post Flood Report March/April 1987.

DTIC Science & Technology

1987-04-01

JUSTIICATION ELECTE _ (SJUN .3 U DISIRIBWEION / NSRCTIEDo / AVAILABILIT CODES DISr AVAIL AND/OR SPECIALHOORHT___ETADREUNTD_-_____ DATE ACCESSIONED...Cotter - Secretary Appreciation is extended to Lawrence Bergen, Chief, Water Control Branch, who gave valuable assistance to RCC during the flood. Cover...photo of spillway discharge at Knightville Dam taken by Leo Milette on 6 April 1987 at 1320 hours with 1.9 feet of water over the crest. V.- V 8 8 4*1

National Dam Safety Program. Ischua Creek Watershed Project Site 6A (Inventory Number Ny-571), Allegheny River Basin, Cattaraugus County, New York. Phase 1 Inspection Report

DTIC Science & Technology

1980-07-01

estimated to be in the neighborhood of 200 cu. yds. Rippability of thib rock is quite variable, as shown in the photo of the -cores recovered from the drill...holes. However, with this small amount, determination of rippability of the rock would seem to be a rather inconsequential item. Princial Spillway

96. (Credit BLV) View locking West at Cross Lake dam ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

96. (Credit BLV) View locking West at Cross Lake dam and spillway constructed immediately west of Kansas City Southern railroad bridge. Booster station located at left. Note cribbing at bridge abutment in upper left which straddles gravity flow canduit installed in 1924-1926 and supports extra suction line (installed in 1930) on top. - McNeil Street Pumping Station, McNeil Street & Cross Bayou, Shreveport, Caddo Parish, LA

Factors influencing movement of two migratory fishes within the tailrace of a large neotropical dam and their implications for hydropower impacts

USGS Publications Warehouse

Suzuki, F. M.; Dunham, Jason B.; Silva, L. G. M.; Alves, C. B. M.; Pompeu, P.S.

2017-01-01

Fish attempting to move upstream through hydroelectric dams can be trapped and killed in turbines. Understanding fish movement patterns can provide useful insights for how to manage dam operations to minimize fish kill in turbines. We evaluated the movements of two migratory fish (Curimba-Prochilodus argenteus and Mandi-Pimelodus maculatus) using acoustic telemetry in the tailrace of Três Marias Dam (São Francisco River, Brazil) from 31 October 2011 to 16 February 2012. The majority of tagged fish left the tailrace in less than one week; however, some individuals returned, performing several visits to the tailrace. Mandi remained longer in the tailrace than Curimba. The number of visits was influenced by diel period, turbine and spillway discharge. Although the diel period was the only important contributor to the visits performed by Curimba, the movements of Mandi were significantly influenced by three factors. We found that whereas Curimba was predominantly diurnal, Mandi showed nocturnal habits. Additionally, visits of Mandi were significantly greater during higher turbine and spillway discharge. We discuss the implications of these results for understanding fish movements in the Três Marias Dam tailrace and their potential implications for adapting hydroelectric operations to minimize fish kills.

Embankment Criteria and Performance Report. Cheyenne River Basin, South Dakota, Red Dale Gulch Area, Cedar Canyon Dam, Rapid City, South Dakota.

DTIC Science & Technology

1983-01-01

to 14.0 percent in the reservoir area. Liquid limits and plastic indexes ranged from 27 to 30 and 7 to 20, respectively, in the spillway area and 29...1 0 t~ EEA e~ c Ea tt , bedoc All elvthoe scton.. refe Itofeet aofe 9𔃾 -v 12 2*, De toeld Ivsit atod aus rae shon oia o adthe field investmation shwn

National Dam Inspection Program. Bentleyville Dam (NDI ID Number PA- 1096, DER ID Number 63-49), Ohio River Basin, Tributary North Branch Pigeon Creek, Washington County, Pennsylvania. Phase I Inspection Report

DTIC Science & Technology

1981-06-01

controlled manner.V The Bentleyville Dam is a significant hazard-small size dam. TK2 recommended spillway design flood (SDF) for a dam of this size and...the dam was completed in 1938. 9. Evaluation. No major deficiencies were observed during the inspection which were considered as having an immediate

11. photographer unknown 3 September 1984 AERIAL VIEW OF BONNEVILLE ...

Library of Congress Historic Buildings Survey, Historic Engineering Record, Historic Landscapes Survey

11. photographer unknown 3 September 1984 AERIAL VIEW OF BONNEVILLE PROJECT TAKEN AT 6000-FOOT ELEVATION. POWERHOUSE #1 AND NAVIGATION LOCK ARE IN UPPER/CENTER PART OF PHOTO, AND THE DAM/SPILLWAY IS IN LEFT/CENTER; THE SECOND POWERHOUSE IS PARTIALLY VISIBLE IN LOWER LEFT CORNER. COLUMBIA RIVER FLOWS FROM LEFT-TO-RIGHT. - Bonneville Project, Columbia River, 1 mile Northeast of Exit 40, off Interstate 84, Bonneville, Multnomah County, OR

Water Resources Investigations in Tennessee: Programs and Activities of the U.S. Geological Survey, 1986-1987

DTIC Science & Technology

1987-01-01

Effects of proposed diversions on Reelfoot Lake in West Tennessee ........................................... 22 Investigation of ground-water...and environmental conditions at Reelfoot Lake , among others. This report summarizes the projects and activities in which the Tennessee Uis- trict... Reelfoot Bayou at Reelfoot Lake Spillway \\ East Fork Obey River near Wilder \\ 0 25 50 75 100 MILES I :. .‘.B 0 25 50 75 100 KILOMETERS Location of

Condition Assessment Methodology for Spillways

DTIC Science & Technology

2008-06-01

G. R., and V. H. Torrey III. 1995. Function-based condition indexing for embankment dams. J. Geotech . Engrg. ASCE, 121(8):579–588. Andersen, G.R...L. E. Chouinard, W. H. Hover, and C. W. Cox. 2001a. Risk indexing tool to assist in prioritizing improvements to embankment dams, J. Geotech . and...according to physical deficiencies. J. Geotech . and Geoenvir. Engrg., ASCE, 127(4):335–345. Chouinard, L. E., J. G. Robichaud, G. Blanchette, and R

National Program for Inspection of Non-Federal Dams. Parks Pond Dam (CT 00071), Housatonic River Basin, Danbury, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1980-07-01

vacinity and my guess is that the dam is founded on the material of the original stream bed which is probably gravel. The original spillway surface might... vacinity , vary from 360 c.f.s to over 1100 c.f.s.,’These figures are for the floods in the fall of 1955 which are the largest ever recorded in the New

Repair, Evaluation, Maintenance, and Rehabilitation Research Program: Geotechnical Aspects of Rock Erosion in Emergency Spillway Channels. Report 3. Remediation

DTIC Science & Technology

1988-09-01

identified early and treated promptly. The same authors proposed that the rock-mass parameters that govern rippability , when combined with...lithostratigraphic continuity factors, may provide predictive erosion indices from a geotechnical point of view. 16. Rippability is a form of rock-mass...The rock-mass parameters from which a rippability rating (RR) is derived include rock type, hardness, weathering, structure (strike and dip orientation

National Dam Inspection Program. Lake Quinn Dam (NDI ID Number PA-00145 DER ID Number 64-43) Delaware River Basin, Tributary of Middle Creek, Wayne County, Pennsylvania. Phase I Inspection Report.

DTIC Science & Technology

1981-02-01

submerged by tailwater. I0 C. Appurtenant Structures The spillway consists of a concrete capped overflow section of the dam 66 feet long, 7.4 feet wide and 1...some cycles. Dcpp CATSKILL FORMATION, PACKERTON MBR . THROUGH POPLAR GAP MBR - Fine to medium-grained sandstones, well-indurated to quartzitic

Simulating future water temperatures in the North Santiam River, Oregon

USGS Publications Warehouse

Buccola, Norman; Risley, John C.; Rounds, Stewart A.

2016-01-01

A previously calibrated two-dimensional hydrodynamic and water-quality model (CE-QUAL-W2) of Detroit Lake in western Oregon was used in conjunction with inflows derived from Precipitation-Runoff Modeling System (PRMS) hydrologic models to examine in-lake and downstream water temperature effects under future climate conditions. Current and hypothetical operations and structures at Detroit Dam were imposed on boundary conditions derived from downscaled General Circulation Models in base (1990–1999) and future (2059–2068) periods. Compared with the base period, future air temperatures were about 2 °C warmer year-round. Higher air temperature and lower precipitation under the future period resulted in a 23% reduction in mean annual PRMS-simulated discharge and a 1 °C increase in mean annual estimated stream temperatures flowing into the lake compared to the base period. Simulations incorporating current operational rules and minimum release rates at Detroit Dam to support downstream habitat, irrigation, and water supply during key times of year resulted in lower future lake levels. That scenario results in a lake level that is above the dam’s spillway crest only about half as many days in the future compared to historical frequencies. Managing temperature downstream of Detroit Dam depends on the ability to blend warmer water from the lake’s surface with cooler water from deep in the lake, and the spillway is an important release point near the lake’s surface. Annual average in-lake and release temperatures from Detroit Lake warmed 1.1 °C and 1.5 °C from base to future periods under present-day dam operational rules and fill schedules. Simulated dam operations such as beginning refill of the lake 30 days earlier or reducing minimum release rates (to keep more water in the lake to retain the use of the spillway) mitigated future warming to 0.4 and 0.9 °C below existing operational scenarios during the critical autumn spawning period for endangered salmonids. A hypothetical floating surface withdrawal at Detroit Dam improved temperature control in summer and autumn (0.6 °C warmer in summer, 0.6 °C cooler in autumn compared to existing structures) without altering release rates or lake level management rules.

National Dam Inspection Program. Locklin Pond Dam (NDI ID Number PA-00139, DER ID Number 64-31), Delaware River Basin, Lakeville Creek, Wayne County, Pennsylvania. Phase I Inspection Report.

DTIC Science & Technology

1980-07-01

3 - C-L lz - gI Ado 00 V.,nw e. 232 "is. BRUSH, DEBRIS, AND SOIL COVERING CREST, CREST IS SHORTER THAN ~DELN AUXILIARY SPILLWAY -~Z Z KNOLL LOCKLIN...some rockfall from vertical and high-angle cut slopes. Bedrock is entirely overlain by glacial till of Late Wisconsin Age. This till is an unsorted

National Dam Safety Program. Bethany Hole Dam (NJ00798), Delaware River Basin, Tributary to Haynes Creek, Burlington County, New Jersey. Phase I Inspection Report.

DTIC Science & Technology

1981-07-01

performed on an "as needed" basis. Sediment and accumulated debris are frequently removed from the spillway since the dam is used for water supply. 4.3...Rugr Unvriy oi uvyo M.10 J n 19504. IVION OF ATE REOURESBETHANY ’d -HOLE DAM , M-23M-i Staiiddpoismsl f aieoii AR/Z Recet aluvi m V poite inporlydaie

Map of Western Copper River Basin, Alaska, Showing Lake Sediments and Shorelines, Glacial Moraines, and Location of Stratigraphic Sections and Radiocarbon-Dated Samples

USGS Publications Warehouse

Williams, John R.; Galloway, John P.

1986-01-01

The purpose of this report is to make available basic data on radiocarbon dating of 61 organic samples from 40 locations in the western Copper River Basin and adjacent uplands and in the uppermost Matanuska River Valley. The former distribution of late Quaternary glacial lakes and of glaciers as mapped from field work and photo interpretation is provided as background for interpretation of the radiocarbon dates and are the basic data needed for construction of the late Quaternary chronology. The glacial boundaries, formed and expressed by moraines, ice-contact margins, marginal channels, deltas, and other features, are obscured by a drape of glaciolacustrine deposits in a series of glacial lakes. The highest lake, represented by bottom sediments as high as 914 m to 975 m above sea level, extends from Fog Lakes lowland on Susitna River upstream into the northwestern part of the Copper River Basin (the part now draining to Susitna River) where it apparently was held in by an ice border. It was apparently dammed by ice from the Mt. McKinley area, by Talkeetna G1acier, and may have had a temporary drainage threshold at the headwaters of Chunilna Creek. No shorelines have been noted within the map area, although Nichols and Yehle (1961) reported shorelines within the 914-975 m range in the Denali area to the north of that mapped. Recent work by geologic consultants for the Susitna Hydroelectric Project has confirmed the early inferences (Karlstrom, 1964) about the existence of a lake in the Susitna canyon, based originally on drilling by the Bureau of Reclamation about 35 years ago. According to dating of deposits at Tyone Bluff (map locations 0, P), Thorson and others (1981) concluded that a late Wisconsin advance of the glaciers between 11,535 and 21,730 years ago was followed by a brief interval of lacustrine sedimentation, and was preceded by a long period of lake deposition broken by a lowering of the lake between 32,000 and about 25,000 years ago. An alternate interpretation of the late Wisconsin till at Tyone Bluff is that it is a glaciolacustrine diamicton of the 914-975 m lake into which the ice advanced to the Hatchet Lake and to the Old Man moraines. The level of this regional lake in the Susitna drainage and on Heartland Ridge then dropped from over 914 m to about 777 m, to uncover the Tyone Spillway. An intermediate lake level in the Susitna-Tyone-Louise lake region was lowered rapidly by erosion of the spillway to 747 m. The drainage of the 747 m lake was concentrated in the spillway leading west from the West Fork Gulkana River. This spillway or a rock threshold downstream apparently was stable enough to permit formation of basin-wide, apparently undeformed, shoreline systems at 747 m, and, on recession, local shorelines at 717 m and 700 m and lower levels. The level of the 747 m lake that was confined to about 9000 km2 of the present Copper River Basin fluctuated for one or more reasons such as: the volume of ice added to or withdrawn from the system, because of changes in water budget (assuming no outflow), and/or because of temporary releases through the only outlets, perhaps Mentasta Pass, but importantly, the Copper River canyon. The 747 m lake persisted until glaciers had withdrawn to well within the Chugach Mountains, perhaps 10 to 20 km from the present glaciers.

Evaluation, Proposed Solution and Current Status of the Crater Lake Breakout Problem, Mount Pinatubo, Philippines

NASA Astrophysics Data System (ADS)

Bornas, M. A.

2001-12-01

Rapid rise of Mount Pinatubo's crater lake and recent geological assessments of the crater's lowest point, the Maraunot Notch, raised concern about a breakout lahar down the northwestern slope of the volcano. Three factors indicated a serious hazard. First, the lake rose about 50 m from May 98-August 2001 and was expected to overtop the Maraunot Notch within the last trimester 2001. Overtopping might well have occurred at the height of a strong typhoon or under heavy monsoonal rainstorms. Second, the uppermost 10-20 m of "dam" was erodible ash and poorly indurated coarse breccia, susceptible to failure by overtopping and erosion as at many landslide and other natural dams. Third, the volumes of lake discharge corresponding to 10 and 20 m of erosion would have been 28 and 55 million m3; peak discharges at a breach could have been as high as 3,200 m3/sec to 11,000 m3/sec, respectively. These discharges would have eroded 1991 pyroclastic and lahar material on the volcano's slopes, increased the flow volume by 3-6x, and entered the Bucao River as a large-magnitude lahar. The Municipality of Botolan (pop. ca. 40,000) lies on the delta of the Bucao River valley some 40 km downriver from the notch, and could have been at great risk. Given this potential risk, the Philippine Institute of Volcanology and Seismology (PHIVOLCS) in early August 2001 advocated three actions. (1) An intentional breaching of the Maraunot Notch by the construction of a spillway or canal, by the Department of Public Works and Highways (DPWH). Early breaching would limit further rise of the lake and thus reduce the magnitude of potential flood. Also, breaching would be scheduled during good weather to eliminate the danger of overtopping at an unknown time and/or under typhoon/rainstorm conditions. (2) An information campaign in Botolan in order to educate and prepare residents for breaching. (3) Evacuation of people at risk, one day before the scheduled breaching. A spillway was excavated by as many as 70 men with picks and shovels, and the specter of a wholly uncontrolled breach through the most erodible debris was averted. Early flow through the spillway was gentle and evacuees quickly returned home. However, 10-15 m of poorly indurated breccia still remains, lake level is still rising slowly, and we are watching to see whether outflow after heavy rains will armor the spillway or catastrophically erode the remaining dam. Insufficient communication between scientists and engineers led DPWH to design for less scouring than expected by PHIVOLCS, and politics and liability concerns at several levels halted digging before the trench could be deepened and outflow increased. Perhaps this is just as well. An inherent conflict arose between short- and long-term risk mitigation. Short-term risk was minimized; long-term risk was reduced but remains a concern. Complete breaching of the dam and thus elimination of long-term risk would have sharply increased short-term risk to Botolan. *Quick Response Team Members: Mabel Abigania, Rene Arante, Onie Arboleda, Maricar Arpa, Mariton Bornas, Edwin dela Cruz, Jojo Cordon, Toti Corpuz, Art Daag, Elmer Gabinete, Del Garcia, Lito Gelido, Lito de Guzman, Sheila Insauriga, Dindo Javier, Rudy Lacson, Bong Luis, Rey Lumbang, Danny Martinez, Mylene Martinez-Villegas, Chris Newhall, Jed Paladio-Melosantos, Mel Pagtalunan, Myla Panol, Jack Puertollano, Raymundo Punongbayan, Gina Quiambao, Andoy Ramos, July Sabit, Noli Sexon, Jimmy Sincioco, Opet Villacorte.

Foundation Report, Dam & Spillway, Taylorsville Lake, Ohio River Basin, Salt River, Kentucky.

DTIC Science & Technology

1983-04-01

methods. The spacing of the primary holes was set on 10- foot centers, followed by secondary holes on 5- foot centers and tertiary holes on 2.5- foot ...88’ and 5+00. This area was further divided into 100- foot sections and drilled and grouted in alternating sections. Sections 7, 9 and 5 were drilled...100- foot sections and grouted by alternate sections to preclude violating the 100- foot spacing requirement. Many of the first holes on the left abutment

National Dam Safety Program. Bayman Dam - No Name 381 (MO 20240), Missouri - Kansas City Basin, Jackson County, Missouri. Phase I Inspection Report.

DTIC Science & Technology

1978-08-01

broad - crested weir equation and the sharp crested circular... weir equation. Broad - crested weir equation: Q = CLH 1 .5 (C = varies, L = varies, H is the head on weir ). Circular weir equation: Q = C0 2rR (H0 )5 (C0...the toe of the downstream embankment. The spillway inlet is about 25 feet upstream of the crest of the dam. (3) Pertinent physical data are given

Santa Ana River Design Memorandum Number 1. Phase 2 GDM on the Santa Ana River Mainstem Including Santiago Creek. Volume 2. Prado Dam.

DTIC Science & Technology

1988-08-01

present and likely to be encountered during excavation. Nonetheless, the four groups do provide an adequate method for representing the different ...It different from Report) Approved for Public Release; Distribution Unlimited IS. SUPPLEMENTARY NOTES IS. KEY WORDS (Continue on reverse M e II...between the dam embankment and the spillway. The two 800-foot long conduits would be constructed by open excavation and backfill method . Downstream

National Program for Inspection of Non-Federal Dams. Collins Company Upper Dam (CT 00674), Connecticut River Basin, Canton, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1979-07-01

Engineering Division p 0 CAR WE H FRZIAN, NENBER Design Branch Engineering Division J SEPE FIN~EGAN, JR.,CIV ater Control Branch * Engineering Division...Operator g. Purpose of Dam h. Design and Construction History i. Normal Operational Procedures 1.3 PERTINENT DATA ........................... 4 a...Tunnel i. Spillways j. Regulating Outlets SECTION 2: ENGINEERING DATA 2.1 DESIGN .............................. 9 a. Available Data b. Design Features c

Hydrography synthesis using LANDSAT remote sensing and the SCS models

NASA Technical Reports Server (NTRS)

Ragan, R. M.; Jackson, T. J.

1976-01-01

The land cover requirements of the Soil Conservation Service (SCS) Model used for hydrograph synthesis in urban areas were modified to be LANDSAT compatible. The Curve Numbers obtained with these alternate land cover categories compare well with those obtained in published example problems using the conventional categories. Emergency spillway hydrographs and synthetic flood frequency flows computed for a 21.1 sq. mi. test area showed excellent agreement between the conventional aerial photo-based and the Landsat-based SCS approaches.

Fort Peck Dam: 75 Years of Service, 1937-2012

DTIC Science & Technology

2012-01-01

land—or beyond—in full salute. We gather now to honor this dam and its planners, designers and builders. So many lived just to work on it and many...and work near the Missouri River. The record rains and runoff tested the dam and the spillway as never before. It is a testament to the designers ...pits” from which the material was dredged, so that the materials forming the core and the shell of the dam met the design requirements. A River

National Dam Safety Program. Lock 2 Dam at Mechanicville (I.D. Number NY 988) Upper Hudson River Basin, Rensselaer-Saratoga County, New York. Phase I Inspection Report,

DTIC Science & Technology

1980-09-30

municipalities of Warrensburg, Glens Falls, Hudson Falls, Saratoga Springs; Arlington, Vermont ; Greenwich, Schuylerville, Cambridge; Bennington ...of Vermont and Massachusetts. the Hudson River main stem travels approximately 140 miles from its headquarters south of Lake Placid to the Lock 2 Dam... Vermont ; Adams, North Adams, and Williamstown, Massachusetts; and Hoosick Falls. 5.2 ANALYSIS CRITERIA The analysis of the spillway capacity of the dam

National Program for Inspection of Non-Federal Dams, Lower Housatonic River Basin, Shelton, Connecticut, Trap Falls Reservoir Dam (CT 00091). Phase I Inspection Report.

DTIC Science & Technology

1978-08-01

Divisionan.nern . -2. FRED J. IVS, Jr., Member Chief, DeTgn Branch S."Engineering Division Chief, Water Control B...... d ’..v ".4 * .JEngineering...Hydraulic Company * ~. 835 Main Street Bridgeport, Connecticut SMr. Edward Stangl ~ :-~Phone (203) 372-1766 f. Purpose of Dam - Public Water Supply g...as posibl ihout overflowing the spillway, in order to provide adequate water supply. Diversions from Mean Brook, Farm Mill River, and the Housatonic

Structural Evaluation of Riveted Spillway Gates

DTIC Science & Technology

1994-06-01

EngineerWaewyExemntstaio) RE8-C-p .•i1 8c.- Tcnclrpr ERC-3 TA7~o W34noREM-C-4 1. Hda ulcgte.2 Silays --~mm Dttm esloing-n adontubcation -if Evlain...A7 steel also was restricted to open- hearth or electric furnace production, and excluded the older acid -besse- mer production. These compositional...alternately wet and dry cycles. d. pH of the river water. Corrosion usually occurs at low pH (highly acidic conditions) and at high pH (highly alkaline

Construction Foundation Report, South Platte River Basin, Bear Creek Lake, Colorado. Volume 1. Text and Photos.

DTIC Science & Technology

1983-02-01

to create shock energy for each line. The purpose of the seismic work was to aid in a determination of the rippability of bedrock in the spillway...area and to provide general information on the nature of the rock material for design and construction work. The determination of rippability was...of Contractor preference. The cost may very well be the same.- A complication that makes the rippability of this Rarticular rock difficult to assess

Water Resources and Related Land Management, Buffalo Metropolitan Area, New York

DTIC Science & Technology

1991-04-01

4,797,800 and $2,566,500, respectively. In January 1986, the Buffalo District completed a letter report addressing ice- jam related flood problems at the...opposition to construction of an ice-retentlon structure at Versailles, New York, to reduce damages due to ice- jam flooding at the mouth of the creek. The...consists of two low earth dams In tandem, e:ach with its ,own outle!t works and energJency spillway, and four training dikes. 17 Snags and debris jams

DOE Office of Scientific and Technical Information (OSTI.GOV)

Ploskey, Gene R.; Weiland, Mark A.; Faber, Derrek M.

This report describes a 2008 acoustic telemetry survival study conducted by the Pacific Northwest National Laboratory for the Portland District of the U.S. Army Corps of Engineers. The study estimated the survival of juvenile Chinook salmon and steelhead passing Bonneville Dam (BON) and its spillway. Of particular interest was the relative survival of smolts detected passing through end spill bays 1-3 and 16-18, which had deep flow deflectors immediately downstream of spill gates, versus survival of smolts passing middle spill bays 4-15, which had shallow flow deflectors.

Water quality of the Delaware and Raritan Canal, New Jersey, 1998-99

USGS Publications Warehouse

Gibs, Jacob; Gray, Bonnie; Rice, Donald E.; Tessler, Steven; Barringer, Thomas H.

2001-01-01

The mean and median of continuously monitored turbidity varied along the length of the canal. In the reach between Raven Rock and Lower Ferry Road, the mean and median for continuously monitored turbidity during the study period increased by 7.2 and 6.2 NTU (nephelometric turbidity units), respectively. The mean of continuously monitored turbidity decreased downstream from Lower Ferry Road to Ten Mile Lock. Turbidity could increase locally downstream from influent streams or outfalls, but because the average velocity of water in the canal is low, particles that cause turbidity are not transported appreciable distances. In the reach between Ten Mile Lock and the Route 18 Spillway, the mean and median of the continuously monitored turbidity changed less than 0.5 NTU during the period of record. The small change in turbidity in this reach is not consistent with an average velocity for the reach; the average velocity in this reach was the lowest in all of the reaches studied. The expected decrease in turbidity due to settling of suspended solids is likely offset by turbid water entering the canal from influent streams or discharges from storm drains. Field observation of a sand bar immediately downstream from the confluence of Als Brook and the canal confirmed that the Als Brook drainage basin has contributed stormwatergenerated sediment to the canal that could reach the monitor located at the Route 18 Spillway and the raw water intakes for two drinking-water treatment plants.

Assessing changes in failure probability of dams in a changing climate

NASA Astrophysics Data System (ADS)

Mallakpour, I.; AghaKouchak, A.; Moftakhari, H.; Ragno, E.

2017-12-01

Dams are crucial infrastructures and provide resilience against hydrometeorological extremes (e.g., droughts and floods). In 2017, California experienced series of flooding events terminating a 5-year drought, and leading to incidents such as structural failure of Oroville Dam's spillway. Because of large socioeconomic repercussions of such incidents, it is of paramount importance to evaluate dam failure risks associated with projected shifts in the streamflow regime. This becomes even more important as the current procedures for design of hydraulic structures (e.g., dams, bridges, spillways) are based on the so-called stationary assumption. Yet, changes in climate are anticipated to result in changes in statistics of river flow (e.g., more extreme floods) and possibly increasing the failure probability of already aging dams. Here, we examine changes in discharge under two representative concentration pathways (RCPs): RCP4.5 and RCP8.5. In this study, we used routed daily streamflow data from ten global climate models (GCMs) in order to investigate possible climate-induced changes in streamflow in northern California. Our results show that while the average flow does not show a significant change, extreme floods are projected to increase in the future. Using the extreme value theory, we estimate changes in the return periods of 50-year and 100-year floods in the current and future climates. Finally, we use the historical and future return periods to quantify changes in failure probability of dams in a warming climate.

National Dam Inspection Program. Upper Pigeon Hill Dam. (NDI I.D. Number PA-00340, PennDER I.D. Number 67-5) Susquehanna River Basin, Gitts Run, York County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1980-03-01

recommended guidelines, the Spillway Design Flood (SDF) ranges between the 1 /2-PMF (Probable Maximum Flood) and PMF. Since the dam is near the lower end of...overtopping. A breach analysis indicates that failure under 1 /2-PMF conditions would probably not lead to increased property damage or loss of life at...ii OVERVIEW PHOTOGRAPH ......... .................. V TABLE OF CONTENTS ......... ................... vi SECTION 1 - GENERAL INFORMATION

National Dam Safety Program. 102 Rivers, C-5 Dam (MO 10996), Missouri - Nemaha - Nodaway Basin, Nodaway County, Missouri. Phase I Inspection Report.

DTIC Science & Technology

1979-05-01

Experience. The drainage area and lake surface area are developed from USGS Maryville Quadrangle and orthophoto sheets. The spillway and dam layout are...paths. A. Site Preraration: Removal of the tile :rin o4i.e at the site is4 recomende. B. Centerline Cutoff. rThe shallow 5 to O-fcot ieep ctfas -D-oseo...35 L ~ . .*- ~ .. *~_______________________I / °’ Page 2 Smeial Conditions frh only special condition that I am aware of at the present time is a tile

National Program for Inspection of Non-Federal Dams. Keyser Dam (VT 00097), Connecticut River Basin, Chelsea, Vermont. Phase I Inspection Report.

DTIC Science & Technology

1980-04-01

CARNEY M. TERZIAN, HENBER I Design Branch Engineering Division RICHARD DIB * Water Control Branch Engineering Division [ hPIPWVAL 220ininu: Chief...2 f. Operator 2 I g. Purpose of Dam 2 h. Design and Construction History 2 i. Normal Operational Procedure 2 1.3 Pertinent Data 2 a. Drainage...i. Spillway 5 J. Regulating Outlets 5 [I h] Section Page 2. ENGINEERING DATA 6 2.1 Design Data 6 2.2 Construction Data 6 2.3 Operation Data 6 2.4

National Program for Inspection of Non-Federal Dams. Site 1 - Basin Brook Dam (NH 00479), Saco River Basin, Chatham, New Hampshire. Phase I Inspection Report.

DTIC Science & Technology

1980-02-01

blanket drain has been provided and consists of a trench filled with clean gravelly soils connected to two 9-in. nominal diameter asphalt coated corrugated...are asphalt coated corrugated metal pipe h. Diversion and Regulating Tunnel. Not applicable i. Spillway 1. Type ......................... Principal...shown on Photo No. 2. The vegetation poses no problem in walking across the slope, but does make it difficult to see the ground surface where it is thick

Beltzville Lake, Lehigh River Basin, Pohopoco Creek, Pennsylvania, Condition Report. Dam Outlet Works and Spillway

DTIC Science & Technology

1977-07-01

Paragraph Title Page SECTION 1 INTRODUCTION 1-01 Authority and Scope 1 1-02 Construction History 1 ’ 1-03 Inspection and Evaluation 1 SECTION 2 SIXTH...Report No. 6 SECTION 1 INTRODUCTION 1-01. AUTHORITY AND SCOPE. This report has been prepared in accordance with Engineer Regulation 1110-2-100 entitled...DATA ___________.. ... ..._____1975-1976 PLATE 4 t iZ .. .4 7 ....T . . jAUG . - SEPT - OCT’ NOV DE( -AN . FED MAR i’- o~y d!1 I -4 WEI IIi OZ [ 011. u

National Program for Inspection of Non-Federal Dams, Goose Pond Dam (NH 00101), Connecticut River Basin, Keene, New Hampshire. Phase I Inspection Report.

DTIC Science & Technology

1980-02-01

exceeded by floods _ greater than 6 percent of the Probable Maximum Flood ( PKF ), the test flood for spillway adequacy. Our screening criteria specifies...capacity at the top of the * dam (elevation 637) is 195 cfs or six percent of the routed O . Test Flood peak outflow. The dam is in FAIR condition at the...environment of the structure. It is .important to note that the condition of a dam depends on numerous and constantly changing internal and external

National Dam Inspection Program. Potic Reservoir Dam (NY 00307), Lower Hudson River Basin, Town of Coxsackie, Greene County, New York. Phase I Inspection Report,

DTIC Science & Technology

1981-08-13

environment ofthe structure. It is important to note that the condition of a dam depends on numerous and constantly changing internal and external con...tends to slide it downhill along bedding planes. so (e The left training wall of the spillway is in fair condition (see Photo A-9A). There is severe...HMR 33. A storm reduction coefficient was then applied internally by the program in order to transpose or center the storm over the actual total

National Program for Inspection of Non-Federal Dams. Crescent Lake Dam (CT 00277), Connecticut River Basin, Enfield, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1978-11-01

hydraulic analyses. In accordance with the established Guide- lines , the Spillway Test Flood is based on the estimated "Probable Maximum Flood" for the...the south by Shaker Road. A branch line of the Penn Central Railroad pas- ses to the right of the dam and reservoir. - 0 The dam was originally...passage of water through the - upper foot of stone. ,,,’. i. Regulating Outlets There is a 375 foot long raceway outlet on the east shore- -" line

National Program for Inspection of Non-Federal Dams. Congamond Lakes North Dike (MA 00072), Connecticut River Basin, Southwick, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1980-08-01

erosion resistant surface should be designed and con - structed on the downstream face after trees and trash have been removed. The owner should also...made by the Division of Waterways to con - struct a drop inlet spillway at North Dike in order to provide a more constant iake level. Plans (12 sheets...provide a more constant lake level. Plans (12 sheets) for this pro - * posal were prepared for the Division of Waterways by Robert G. Brown & Associ

hydropower biological evaluation tools

DOE Office of Scientific and Technical Information (OSTI.GOV)

This software is a set of analytical tools to evaluate the physical and biological performance of existing, refurbished, or newly installed conventional hydro-turbines nationwide where fish passage is a regulatory concern. The current version is based on information collected by the Sensor Fish. Future version will include other technologies. The tool set includes data acquisition, data processing, and biological response tools with applications to various turbine designs and other passage alternatives. The associated database is centralized, and can be accessed remotely. We have demonstrated its use for various applications including both turbines and spillways

National Program for Inspection of Non-Federal Dams. Lake Gardner Dam (MA 00152), Merrimack River Basin, Amesbury, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1978-09-01

embankmenr approximately 750 ft. long and 25 ft. high and an ungrated granite block spillway about 73. ft. wide and 16 ft. high. A 24-in. reservoir...the Location Map, page viii. B. Dam and Appurtenances. Lake Gardner Dam is approxi- mately 1000 ft. long, consisting mainly of an ungated granite block...is a broad crested granite masonry structure, about 16 ft. high and 72. 6 ft. wide. The nine courses of stone ex- posed on the downstream face of the

Water storage equity and safety assurance policy to mitigate potential 'dual-extreme cumulative threats' in agricultural catchments

NASA Astrophysics Data System (ADS)

Pisaniello, John D.; Tingey-Holyoak, Joanne L.

2017-02-01

Farm dams that are not managed properly at the individual level can create water storage equity and safety threats to downstream communities and the environment that aggregate at the catchment level: a potential 'dual-extreme cumulative' problem. The paper provides indicative evidence and develops understanding of this novel phenomenon and associated policy needs within the Australian setting comprising dual hydrologic extremes of floods and droughts, further exacerbated by climate change. This is achieved through comparative case studies involving surveys of both dam owner perceptions and dam management practices in four States representing a complete range of integrated policy approaches from weak to strong. Survey results find most farmers do not believe dam maintenance is important, will undertake spillway blocking and do not plan for emergencies. These results are supported by physical on-site findings of farmers neglecting dams and blocking or under-designing spillways, in turn storing more water than they are entitled and creating unsafe dams at both the individual and cumulative levels. From detailed cross-case comparative assessment against policy context, it emerges that on-farm perceptions and practices form a range of 'acceptability' of dam management that directly reflects policy strength and integration in each setting. The paper advances the international small dams policy, agricultural water management and hydrology literatures, evidencing the need for effective integrated policy to mitigate dual extreme cumulative threats. Importantly, guidance is provided to jurisdictions internationally with high inter-annual rainfall variation on how best to design integrated policy that can achieve both water storage equity and safety in agricultural catchments.

Water quality of stormwater generated from an airport in a cold climate, function of an infiltration pond, and sampling strategy with limited resources.

PubMed

Jia, Yu; Ehlert, Ludwig; Wahlskog, Cecilia; Lundberg, Angela; Maurice, Christian

2017-12-05

Monitoring pollutants in stormwater discharge in cold climates is challenging. An environmental survey was performed by sampling the stormwater from Luleå Airport, Northern Sweden, during the period 2010-2013, when urea was used as a main component of aircraft deicing/anti-icing fluids (ADAFs). The stormwater collected from the runway was led through an oil trap to an infiltration pond to store excess water during precipitation periods and enhance infiltration and water treatment. Due to insufficient capacity, an emergency spillway was established and equipped with a flow meter and an automatic sampler. This study proposes a program for effective monitoring of pollutant discharge with a minimum number of sampling occasions when use of automatic samplers is not possible. The results showed that 90% of nitrogen discharge occurs during late autumn before the water pipes freeze and during snow melting, regardless of the precipitation during the remaining months when the pollutant discharge was negligible. The concentrations of other constituents in the discharge were generally low compared to guideline values. The best data quality was obtained using flow controlled sampling. Intensive time-controlled sampling during late autumn (few weeks) and snow melting (2 weeks) would be sufficient for necessary information. The flow meters installed at the rectangular notch appeared to be difficult to calibrate and gave contradictory results. Overall, the spillway was dry, as water infiltrated into the pond, and stagnant water close to the edge might be registered as flow. Water level monitoring revealed that the infiltration capacity gradually decreased with time.

Summary of juvenile salmonid passage and survival at McNary Dam-Acoustic survival studies, 2006-09

USGS Publications Warehouse

Adams, Noah S.; Evans, Scott D.

2011-01-01

Passage and survival data were collected at McNary Dam between 2006 and 2009. These data have provided critical information for resource managers to implement structural and operational changes designed to improve the survival of juvenile salmonids as they migrate past the dam. Given the importance of these annual studies, the primary objectives of this report were to summarize the findings of these annual studies to ensure that passage and survival metrics are consistently calculated and reported across all years and to consolidate this information in a single document, thereby making it easier to reference. It is worth noting that this report does not contain all the information from all the annual reports. The intent of this report was to summarize the key findings from multiple years of research. The reader is encouraged to reference the annual reports if more detailed information is needed. Chapter 1 summarizes existing behavior, passage, and survival results for fish released 10 rkm upstream of McNary Dam and from the McNary Dam tailrace during 2006-09. Chapter 2 summarizes existing behavior, passage, and survival results for fish released in the mid-Columbia River and detected at McNary Dam during 2006-09. Results from 2006 indicated that higher spill discharge generally resulted in higher fish passage through spill, and in turn, higher fish survival through the entire dam. Within the spillway, passage effectiveness was highest for the south spill bays, adjacent to the powerhouse. Increased passage in this area, combined with detailed 3-dimensional approach paths, aided in the design and location of the temporary spillway weirs (TSWs) at McNary Dam prior to the 2007 migration of juvenile salmonids. During the 2007 study, the TSWs were tested under two spill treatments during the spring and summer: a "2006 Modified spill," and a "2007 test spill." In the spring, slightly higher discharge through spill bays 14-17 was the primary difference between the spill treatments tested. During the summer, spill treatments were characterized by a high (60 percent) and low (40 percent) percent flow of the total discharge going through the spillway. Flow through the TSWs represented about 7-8 percent of total project discharge in spring and about 10-11 percent of total project discharge in summer. Overall, the TSWs passed 24 percent of yearling Chinook salmon and 27 percent of subyearling Chinook salmon, but passed about 65 percent of juvenile steelhead. In spring, there was little evidence for an effect of spill treatment on either fish passage or survival, however, this was not surprising given there was a relatively small difference between spill treatments. For subyearling Chinook salmon during the summer study, high spill discharge resulted in higher fish passage through the spillway and lower fish passage through the powerhouse. Season wide survival (paired-release) for yearling and subyearling Chinook salmon was 0.98 and 0.92 (SE<0.04) through TSW 20, and 0.96 and 0.97 (SE<0.04) through TSW 22, respectively. Season-wide survival (single-release) for juvenile steelhead was 0.98 (SE=0.024) through TSW 20, and 0.90 (SE=0.02) through TSW 22. The extent to which location and structural design contributed to the differences observed between the two TSWs was uncertain. Nonetheless, the TSWs performed similarly to surface-oriented fish passage structures at other locations and appear to be a useful fish passage alternative at McNary Dam. The 2008 and 2009 studies confirmed previous results showing high survival for fish passing through the TSWs, especially juvenile steelhead. Although the number of all fish species passing through the TSWs was lower in 2008 and 2009 compared to 2007, fish passage efficiency for juvenile steelhead and subyearling Chinook salmon was higher in years with the TSWs, compared to 2006, before the TSWs were in place.

National Dam Safety Program. Pine Tree Lake East Dam (MO 30992), and Pine Tree Lake West Dam (MO 30995), Mississippi - Kaskaskia - St. Louis Basin, Washington County, Missouri. Phase I Inspection Report.

DTIC Science & Technology

1980-09-01

Spillway. Type Trapezoidal, broad - crested , concrete weir Width 6 ft at bottom, 18 ft at top Crest elevation 994.0 ft Gates None Upstream Channel None... crested concrete weir Length of weir 18 f t (top), 6 f t (bottom) Crest elevation 994 ft Gates None Upstream channel None Downstream channel Earth...instability of the embankment was observed at the time of our inspectici. The slopes and crest of the dam have a thick grass cover with scattered brush and

National Dam Safety Program. St. Joe State Park Dam (MO 30277), Mississippi - Kaskaskia - St. Louis Basin, St. Francois County, Missouri. Phase I Inspection Report.

DTIC Science & Technology

1980-02-01

discharge coefficient of C = 3.4 was used. 0 Orifice flow condition when the reservoir water surface sub- merges the inlet opening. * Broad crested weir flow...2.7 was used. The intake tower will operate as a weir , as a weir and an orifice, or as an orifice and a broad crested weir depending upon the...spillway C prior to overtopping the railroad embankment into the original dam pond. Flow over this low point was calculated as flow over a broad crested weir

National Dam Inspection Program. Johnson’s Pond (NDI-ID Number MD-11), Wicomico River Basin, Wicomico River, Wicomico County, Maryland. Phase I Inspection Report,

DTIC Science & Technology

1980-07-01

a mean high tide of 2.07 feet above m.s.l. and a mean low tide of 0.93 feet below mean sea level. Driven timber sheeting forming a sharp crested weir ...dam for Johnson’s Pond since its crest elevation exceeds mean high tide events. However, during record high tide events, the weir becomes submerged...comprised of a 300 foot long ogee spillway with wingwalls at the left and right abutments. According to the dam crest survey, the lowest point along the

Repair, Evaluation, Maintenance, and Rehabilitation Research Program. Geotechnical Aspects of Rock Erosion in Emergency Spillway Channels. Report 4. Geologic and Hydrodynamic Controls on the Mechanics of Knickpoint Migration

DTIC Science & Technology

1989-12-01

approval of the use of such commercial products. rrf .A’cierated croulon at a knickpoint produced by relatively I’vi sch argi slid unventing beneath...Report 4 of a Series Approved For Public Releae, Distilbution Unlimited Prepared for DEPARTMENT OF THE ARMY US Army Corps of Engineers Washington, DC...20314-1000 Under Civil Works Work Unit 32317 90 0.1 16 0 7 C The following two letters used as parl of the number designating technical reports of

National Program for Inspection of Non-Federal Dams, Wheeler Dam (NH 00028), Arlington Mill Reservoir, Merrimack River Basin, Salem, New Hampshire. Phase I Inspection Report.

DTIC Science & Technology

1978-08-01

dam is a concrete gravity dam with earth abutments. It is 730 ft. long and the maximum height of it is 54 ft. The dam is assessed to be in poor...concrete gravity dam with earth abutments constructed in 1920. Overall length is 730 feet and maximum height is 54 feet. The Spicket River flows 5...the Spillway Test flood is based on the estimated "Probable Maximum Flood" for the region ( greatest reasonably possible storm runoff), or fractions

National Dam Safety Program. Goshen Reservoir Number 1 Dam (Inventory Number N.Y. 488), Lower Hudson River Basin, Orange County, New York. Phase I Inspection Report,

DTIC Science & Technology

1981-08-01

ApprOV~U LUC puoiC release; Distribution unlimited. * ~ . IST~aUTaO STATEMENT (of tho obafact solored In Block 20. It dNagweni hom Ropaot) 146...6 4.1 PROCEDURES 6 4.2 MAINTENANCE OF DAM 6 4.3 WARNING SYSTEM 6 4.4 EVALUATION 6 5 HYDROLOGIC/HYDRAULIC 7 PAGE NO. 5.1 DRAINAGE AREA CHARACTERISTICS...embankment. It houses two 20" intake valves to the Goshen water supply system . The spillway is a concrete channel with a concrete cutoff extending into the

National Dam Safety Program. Delmar Reservoir Number 1 Dam (Inventory Number N.Y. 1401), Lower Hudson River Basin, Albany County, New York. Phase I Inspection Report,

DTIC Science & Technology

1981-09-14

provides Infortiation ar’d analysis ort tlepk-sical conditi dain as of the report date. Informatior% andI analysis are baseti oA yis inspection of the... analysis was not performed in the usual manner of modeling a watershed area. The drainage area for this structure was limited to the reservoir itself...SYSTEM 6 4.4 EVALUATION 6 5 HYDROLOGIC/HYDRAULIC 7 * *1 I PAGE NO. 5.1 DRAINAGE AREA CHARACTERISTICS 7 5.2 ANALYSIS CRITERIA 7 5.3 SPILLWAY CRITERIA 7 5.4

National Dam Inspection Program. Big Elk Lake Dam (NDI I.D. PA-0056 DER I.D. 058-019) Susquehanna River Basin, Elk Lake Stream, Susquehanna County, Pennsylvania. Phase I Inspection Report.

DTIC Science & Technology

1981-03-19

Drainage Area 2.88 square miles(") b. Discharge at Dam Site ( cfs ) Maximum known flood at dam site Unknown Outlet conduit at maximum pool Not...the spillway was determined to be 164 cfs , based on the available 2.7-foot freeboard relative to the crest of the embankment. The Big Elk Lake watershed...computer analysis are presented in Appendix D. The 100-year flood, determined according to the recommended procedure, was found to have a peak of 2290 cfs

National Dam Inspection Program. Saxe Pond Dam (NDI I.D. Number PA-729, DER ID Number 8-10) Susquehanna River Basin. North Branch Mehoopany Creek, Bradford County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1981-04-01

presently utilized as a fishing camp. b. Location. -The dam is located approximately 2 miles northwest of the Village of Colley, Wilmot Township...1.3 Pertinent Data. a. Drainage Area. 3.13 square miles b. Discharge at Dam Site ( cfs ). Maximum flood at dam site Unknown Drainline capacity at normal...Overtopping Analysis. Complete summary sheets for the computer output are presented in Appendix D. Peak inflow (PMF) 11580 cfs Spillway capacity (recessed

National Dam Inspection Program. Jennings Pond Dam (NDI I.D. PA-0891 DER I.D. 066-012) Susquehanna River Basin, Little Mehoopany Creek, Wyoming County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1981-03-19

Area 7.9 square miles(1) b. Discharge at Dam Site ( cfs ) Maximum known flood at dam site Unknown Outlet conduit at maximum pool Unknown Gated spillway...700 cfs , based on the available 2.4-foot freeboard relative to the low spot on the left abutment. b. Experience Data. As previously stated, Jennings...in Appendix D. The inflow hydrograph for one-half PMF was found to have a peak flow of 6835 cfs . Computer input and summary of computer output are

National Program for Inspection of Non-Federal Dams. Mianus Filter Plant Dam (CT 00040), Southwestern Coastal Basin, Greenwich, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1980-02-01

water supply for the surrounding area. The water treatment facility was r renovated in 1954. The dam is approx. 130 ft. long, 31 ft. hgih and has a top...width~of 7 ft. The outlet works for the dam consist of a 65 ft. long spillway, a 30 inch supply main to the water treatment facility, a low level...Connecticut American Water Company, Greenwich, Connecticut. Copies of this report will be made available to the public, upon request, by this office

National Dam Inspection Program. Converse Lake Dam (CT 00044). Connecticut Coastal Basin, Greenwich, Connecticut. Phase I Inspection Report.

DTIC Science & Technology

1980-02-01

Guidelines for Safety Inspection of Dams, and with good engineering judgement and practice, and is hereby submitted for approval. ’ /00s~rs H W. NT’EGAN...below the top of the dam, with water flowing over the spillway. b. Dam Crest - The top of the dam is a concrete cap and is in good condition (Photo 1...the masonry portion is not substantial the dam is not safe. Masonry on water side is a good job of cement rubble. Top width is 7’. But it is doubtful

National Dam Inspection Program. Black Creek Reservoir Dam (NY 00182) Mohawk River Basin, Town of Norway, Herkimer County, New York. Phase I Inspection Report,

DTIC Science & Technology

1981-09-14

Conflicting stateetmto appear in various records as to the nature of the foundation soils under the embankment sections and Anhursen spillway section. in...one document the foundation soil is referred to as gravel and In another It is referred to as sand and clay. A drawing representing a stability...Spup.rr-. Mius (itGL-44.c kcA..) b. Land Use - Type FoF S-T c. Terrain - Relief -_OPr.S o; FeO, 51 6 To oS, d. Surface - Soil GLACIAL -01-L e. Runoff

National Dam Safety Program. Lake Sonoma Dam (NJ 0193), Passaic River Basin, Branch of Burnt Meadow Brook, Passaic County, New Jersey. Phase I Inspection Report.

DTIC Science & Technology

1980-03-01

iron pipe through the dam approximately 42 feet right of the spillway. The flow through the pipe is controlled by a manually operated gate valve located...NATIONAL DAM SAFETY PROGRAM. LAKE SONOMA DAM (NJ 0193). PASSAIC-ETC(U) MAR 80 J P TALERICO DACW MI-T9-C-0011 UNCLASSIFIED NLmhhIEIIIEEEEEI...IIIIIIIIIIEEEE EIIIEEEEEIIEI IIIIEEEEEEEEEE PASS~AIC RIVER BASIN BRANCH OF BURNT MEADOW BROOK PASSAIC COUNTY, NEW JERSEY LA0 O0IM DAM NJi 00193 PHASE 1 INPCTO

National Dam Safety Program. Little Creek Reservoir Dam (Inventory Number VA 09506), James River Basin, James City County, Commonwealth of Virginia. Phase I Inspection Report.

DTIC Science & Technology

1981-02-01

losses for the PMF were estimated at an initial loss of 1.0 inch and a constant loss rate of 0.05 inches per hour thereafter. 5.5 Reservoir Regulation ...Pertinent dam and reservoir data are shown in Table 1.1, paragraph 1.3.3. Regulation of flow from the reservoir is primarily an automatic function...Normal flows are maintained by the crest of the spillway riser at elevation 60.0 feet M.S.L. Some flow regulation can be exercised by the operation of

National Dam Inspection Program. Lake Hamilton Dam (NDI-ID Number PA-01031), DER-ID Number 64-157), Delaware River Basin, Wayne County, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1980-08-01

5. That the valve on the outlet pipe be maintained and operated at least once each year . 6. That the low area on the right side of the spillway be...EVALUATION OF FEATURES 12 SECTION 6 - STRUCTURAL STABILITY 6.1 EVALUATION OF STRUCTURAL STABILITY 14 SECTION 7 - ASSESSMENT AND RECOMMENDATIONS 7.1 DAM...Classification: High (Refer to Section 3.i.E.) E. Ownership: Ms. Lavanda L. Lyman, Executive Director Rolling Hill Girl Scout Council 733 Route 202

Overview of micro-dam reservoirs (MDR) in Tigray (northern Ethiopia): Challenges and benefits

NASA Astrophysics Data System (ADS)

Berhane, Gebremedhin; Gebreyohannes, Tesfamichael; Martens, Kristine; Walraevens, Kristine

2016-11-01

Water scarcity is a key factor in food security and sustainable livelihood in sub-Saharan Africa, particularly in East Africa. The problem is severe in many parts of Ethiopia where water plays a central role in the country's economy. To alleviate and curb water scarcity different water harvesting technologies were introduced in Ethiopia during the last two decades; nevertheless their sustainability and livelihood impacts are not well addressed. For the first time a complete and comprehensive inventory of micro-dam reservoirs (MDRs) in Tigray has been established including the geological background and currently observed problems. The inventory of 92 MDRs in Tigray was conducted using the direct field observational method, selected interviews and secondary data, to understand the overall situation of the schemes from engineering geological and geo-hydrological perspectives and its implication to sustainability and water availability. Analysis of the inventory shows that sustainability and livelihood impact of the water harvesting schemes are threatened by siltation, leakage, insufficient run-off, poor water management and structural damages on the dam body as well as on irrigation infrastructure and spillway. Basic statistical analysis showed that 61% of them are found to have siltation problems, 53% suffer from leakage, 22% from insufficient inflow, 25% have structural damages and 21% have spillway erosion problems. Furthermore, nearly 70% of the MDRs are founded on carbonate dominant sedimentary terrain at places with intrusion of dolerite sills/dykes and the problems of siltation and leakage are found to be extremely high in the MDRs located in such geological setting, as compared to those on crystalline metamorphic rocks. Lack of proper water management was observed in most of the reservoirs with irrigation practices. Future research and analysis on the causes of the bottlenecked problems and monitoring surveillance are recommended.

Earth observations taken by the Expedition 12 crew

NASA Image and Video Library

2005-11-15

ISS012-E-11654 (11 Dec. 2005) --- Lake Nasser and New Valley, Egypt are featured in this image photographed by an Expedition 12 crew member on the International Space Station. Cycles of flood and drought in the African Sahel are legendary, and they have provided the impetus for major waterworks on Africa’s great rivers. The construction of the Aswan High Dam on the Nile River, creating Lake Nasser in the 1960s, is the biggest and most visible project. Heavy rains in the source regions of the Nile in the 1990s resulted in record water levels in Lake Nasser. The abundance of water facilitated the Egyptian government’s promotion of another massive water distribution system called New Valley. In 1997, Lake Nasser flooded westward down a spillway into the Toshka depression in southern Egypt, creating four new lakes over the next few years. Following the initial flooding, a pumping station and canal were constructed in 2000 to maintain water flow into the region, allowing for industrial and agricultural development in the desert. This view shows the completed Mubarek Pumping Station on Lake Nasser; the spillway that originally flooded the Toshka depression and the southern end of the first of the Toshka Lakes; part of the 50-kilometer-long main canal (the Sheikh Zayed Canal); side canals; and several new fields in the Egyptian desert northwest of Lake Nasser. Astronauts, cosmonauts and space-based sensors have been monitoring these developments in Egypt since their inception in the late 1990s. New Valley’s Toshka Lakes, and the new developments surrounding them, represent one of the most visible and rapid man-made changes on Earth’s surface.

DOE Office of Scientific and Technical Information (OSTI.GOV)

D`Agostino, A.E.; Jordan, D.W.; Jordan, D.W.

Shanmugam and Moiola (1995) put forth a new interpretation of sandstone depositional processes in the Jackfork Group exposed in the spillway at DeGray Lake, near Arkadelphia, Arkansas. Their novel interpretation of deposition dominated by sandy, matrix-supported debris flows is at odds with nearly every other investigation of the Jackfork to date. One key to their interpretation is their contention that the Jackfork sandstones have a high matrix content (as high as 25%). The high matrix content is critical to their arguments about the textural characteristics and flow properties of debris flows vs. turbidites. In our guidebook, we presented a largemore » volume of petrographic data collected from samples taken from the Jackfork exposed on the east and west sides of the Spillway at DeGray Lake (and other locations as well). D`Agostino performed nearly al of the petrographic analyses presented in that guidebook. We disagree strongly with the reinterpretations of Shanmugam and Moiola and believe we can confidently address issues of petrography and matrix content. Specifically, we wish to address four points: (1) the amount of petrographic sampling done by Shanmugam and Moiola (1995); i.e., sampling density in a 327-m- (1072-ft) thick section, (2) overall matrix content of Jackfork sandstones, and Shanmugam and Moiola`s misrepresentation of our data, plus their apparent unfamiliarity with pertinent published data on the petrography of the Jackfork, (3) the distinction among authigenic clay, density in a 327-m- (1072-ft-) thick section, (2) overall matrix content of Jackfork sandstones, and Shanmugam and Moiola`s misrepresentation of our data, plus their apparent unfamiliarity with pertinent published data on the petrography of the Jackfork, (3) the distinction among authigenic clay, detrital clay, and other matrix materials, which Shanmugam and Moiola do not adequately discuss, and (4) the relationship of matrix content to their own facies classification scheme.« less

Water-balance simulations of runoff and reservoir storage for the Upper Helmand watershed and Kajakai Reservoir, central Afghanistan

USGS Publications Warehouse

Vining, Kevin C.; Vecchia, Aldo V.

2007-01-01

A study was performed to provide information on monthly historical and hypothetical future runoff for the Upper Helmand watershed and reservoir storage in Kajakai Reservoir that could be used by Afghanistan authorities to make economic and demographic decisions concerning reservoir design and operation, reservoir sedimentation, and development along the Helmand River. Estimated reservoir volume at the current spillway elevation of 1,033.5 meters decreased by about 365 million cubic meters from 1968 to 2006 because of sedimentation. Water-balance simulations indicated a good fit between modeled and recorded monthly runoff at the two gaging stations in the watershed for water years 1956-79 and indicated an excellent fit between modeled and recorded monthly changes in Kajakai Reservoir storage for water years 1956-79. Future simulations, which included low starting reservoir water levels and a spillway raised to an elevation of 1,045 meters, indicated that the reservoir is likely to fill within 2 years. Although Kajakai Reservoir is likely to fill quickly, multiyear deficits may still occur. If future downstream irrigation demand doubles but future precipitation, temperature, and reservoir sedimentation remain similar to historical conditions, the reservoir would have more than a 50-percent chance of being full during April or May of a typical year. Future simulations with a 10-percent reduction in precipitation indicated that supply deficits would occur more than 1 in 4 years, on average, during August, September, or October. The reservoir would be full during April or May fewer than 1 in 2 years, on average, and multiyear supply deficits could occur. Increased sedimentation had little effect on reservoir levels during April through July, but the frequency of deficits increased substantially during September and October.

Storage capacity and sedimentation trends of Lago Garzas, Puerto Rico, 1996-2007

USGS Publications Warehouse

Soler-Lopez, L.R.

2012-01-01

Lago Garzas is located in west-central Puerto Rico, about 3.5 kilometers southwest of the town of Adjuntas, in the confluence of the Río Vacas and three other unnamed tributaries (fig. 1). The dam is owned and operated by the Puerto Rico Electric Power Authority (PREPA), and was constructed in 1943 for hydroelectric power generation and municipal water use along the southern coast. The dam is a semi-hydraulic earthfill embankment lined with boulders, and has a height of 61.57 meters, a top width of 9.14 meters, a base width of 365.76 meters, and a crest length of 227.37 meters; State Road PR-518 crosses the top of the dam. A morning-glory-type spillway is located near the west abutment of the dam at an elevation of 736.12 meters above mean sea level (Puerto Rico Water Resources Authority, 1969). Figure 2 shows an aerial photograph of the Lago Garzas earthfill dam and the morning-glory spillway section. Additional information and operational procedures are provided in Soler-López and others (1999). During July 17-18, 2007, the U.S. Geological Survey (USGS) Caribbean Water Science Center, in cooperation with the Puerto Rico Aqueduct and Sewer Authority, conducted a bathymetric survey of Lago Garzas to update the reservoir storage capacity and update the reservoir sedimentation rate by comparing the 2007 data with the previous 1996 bathymetric survey results. The purpose of this report is to describe and document the USGS sedimentation survey conducted at Lago Garzas during July 2007, including the methods used to update the reservoir storage capacity, sedimentation rates, and areas of substantial sediment accumulation since 1996.

Use of an extensive radio receiver network to document Pacific lamprey (Lampetra tridentata) entrance efficiency at fishways in the Lower Columbia River, USA

USGS Publications Warehouse

Moser, M.L.; Matter, A.L.; Stuehrenberg, L.C.; Bjornn, T.C.

2002-01-01

We used an extensive network of more than 170 radio receiving stations to document fine-scale passage efficiency of adult anadromous Pacific lamprey at Bonneville and The Dalles Dams in the lower Columbia River in the northwestern U.S.A. Each spring from 1997 to 2000, we released 197-299 lamprey with surgically implanted radio transmitters. Unique transmitter codes and the date and time of reception at each antenna site were downloaded electronically, and initial processing was conducted to eliminate false positive signals. The resulting large Oracle database was analyzed using an Arc View-based coding protocol. Underwater antennas positioned outside the fishway entrances detected lamprey approaches, and antennas positioned immediately inside the entrances indicated successful entries. Entrance efficiency (the number of lamprey that successfully entered a fishway divided by the number that approached that fishway) was compared for different types of entrances (main entrances versus orifice entrances) and entrance locations (powerhouse versus spillway). Lamprey used orifice-type entrances less frequently than main entrances, and passage success was generally low (< 50%) at all entrances to fishways at Bonneville Dam (the lowest dam in the system). Lamprey activity at the entrances was highest at night, and entrance success was significantly higher at The Dalles Dam (the next dam upstream from Bonneville Dam) than at Bonneville Dam. In 1999 and 2000, construction modifications were made to Bonneville Dam spillway entrances, and water velocity at these entrances was reduced at night. Modifications to increase lamprey attachment at the entrances improved lamprey entrance efficiency, but entrance efficiency during reduced velocity tests was not significantly higher than during control conditions.

Hydraulic analyses of water-surface profiles in the vicinity of the Coamo Dam and Highway 52 Bridge, southern Puerto Rico; flood analyses as related to the flood of October 7, 1985

USGS Publications Warehouse

Johnson, K.G.; Quinones-Marquez, Ferdinand; Gonzalez, Ralph

1987-01-01

The magnitude, frequency and extent of the flood of October 7, 1985 at the Rio Coamo in the vicinity of the Coamo Dam and Highway 52 bridge in southern Puerto Rico, were investigated. The observed flood profiles were used to calibrate a step-backwater model. The calibrated model was then used to investigate several alternative flow conditions in the vicinity of the bridge. The peak discharge of the flood at the Highway 52 bridge was 72,000 cu ft/sec. This peak discharge was determined from the peak computed at a reach in the vicinity of the Banos de Coamo, about 1.2 mi upstream from the bridge. The computed discharge at the Banos de Coamo of 66,000 cu ft/sec was adjusted to the dam and bridge location by multiplying it by the ratio of the drainage areas raised to the 0.83 power. The flood had a recurrence interval of about 100 yr, exceeding all previously known floods at the site. The flood overtopped the spillway and levee of the Coamo Dam just upstream of Highway 52. The flow over the spillway was 54,000 cu ft/sec. Flow over the levee was about 18,000 cu ft/sec. About 10,000 cu ft/sec of the flow over the levee returned to the main channel at the base of the embankment at the northeast approach to the bridge. The remaining 8,000 cu ft/sec flowed south through the underpass on Highway 153. The embankment and shoulder on the northern span of the bridge were eroded with the eventual collapse of the approach slab. (Author 's abstract)

Rapid Gorge Formation in an Artificially Created Waterfall

NASA Astrophysics Data System (ADS)

Anton, L.; Mather, A. E.; Stokes, M.; Munoz Martin, A.

2014-12-01

A number of studies have examined rates of gorge formation, nick point retreat, and the controls on those rates via bedrock erodibility, the effectiveness of bedrock erosion mechanisms and the role of hillslope processes. Most findings are based on conceptual / empirical models or long term landscape analysis; but studies of recent quantifiable events are scarce yet highly valuable. Here we present expert eye witness account and quantitative survey of large and rapid fluvial erosion events that occurred over an artificially created waterfall at a spillway mouth. In 6 years a ~270 m long, ~100 m deep and ~100 to 160 m wide canyon was carved, and ~1.58 x106 m3 of granite bedrock was removed from the spillway site. Available flow data indicates that the erosion took place under unremarkable flood discharge conditions. The analysis of historic topographic maps enables the reconstruction of the former topography and successive erosion events, enabling the quantification of bedrock erosion amounts, and rates. Analysis of bedrock erodibility and discontinuity patterns demonstrates that the bedrock is mechanically strong, and that similar rock strength and fracture patterns are found throughout the region. It is apparent that structural pre-conditioning through fracture density and orientation in relation to flow and slope direction is of paramount importance in the gorge development. The presented example provides an exceptional opportunity for studying the evolution process of a bedrock canyon and to precisely measure the rate of bedrock channel erosion over a six year period. Results illustrate the highly episodic nature of the erosion and highlight several key observations for the adjustability of bedrock rivers. The observations have implications for the efficiency of bedrock erosion and raise important questions about incision rates, driving mechanisms and timescale assumptions' in models of landscape change.

Middle Devonian depositional environments for Rapid Member (Cedar Valley Group) interpreted from exposures at the Coralville spillway and elsewhere in eastern Iowa

DOE Office of Scientific and Technical Information (OSTI.GOV)

Witzke, B.J.; Bunker, B.J.

1994-04-01

Ongoing studies of the Cedar Valley Group were fortuitously aided by the exhumation of Rapid Mbr (Little Cedar Fm) carbonate strata below the coralville spillway, Johnson Co., Iowa, during the summer floods of 1993. Extensive bedding-plane exposures provided an exceptional opportunity to document fine-scale lateral biotic and lithologic variations within the member, and to compare these with data from elsewhere in eastern Iowa. The base of the Rapid Mbr is drawn at an abrupt lithic change above packstones of the Solon Mbr, marking a regional transgressive event. The basal 2.6 m of the Rapid is dominated by argillaceous skeletal wackestonesmore » with common brachiopods and echinoderm debris, interspersed with thin mudstones. The overlying 4 m comprises a series of 50--100 cm thick couplets which display alternations of thin mudstones and thicker brachiopod-rich wackepackstones. The next unit (2.9 m) is dominated by sparse-skeletal argillaceous mudstones. The paucity of burrowing and skeletal benthos through much of the unit is interpreted to reflect bottom oxygen stress in a relatively deep, possibly stratified cratonic seaway. Nevertheless, skeletal horizons within the unit indicate episodically favorable benthic conditions. The mudstone unit shallows upward into a brachiopod-rich wackestone interval which is, in turn, capped by a condensed horizon of phosphatic and glauconitic enrichment (near base of subterminus Fauna). Above this, two regionally extensive coral-rich biostromes occur. Upper Rapid strata show a complex of wackestone and packstone facies, with glauconitic enrichment and hardgrounds noted. The member is capped by shoal-water grainstones in the Coralville area, and by peritidal facies in northern Iowa.« less

Hydrographic and sedimentation survey of Kajakai Reservoir, Afghanistan

USGS Publications Warehouse

Perkins, Don C.; Culbertson, James K.

1970-01-01

A hydrographic and sedimentation survey of Band-e Kajakai (Kajakai Reservoir) on the Darya-ye Hirmand (Helmand River) was carried out during the period September through December 1968. Underwater mapping techniques were used to determine the reservoir capacity as of 1968. Sediment range lines were established and monumented to facilitate future sedimentation surveys. Afghanistan engineers and technicians were trained to carry out future reservoir surveys. Samples were obtained of the reservoir bed and in the river upstream from the reservoir. Virtually no sediments coarser than about 0.063 millimeter were found on the reservoir bed surface. The median diameter of sands being transported into the reservoir ranged from 0.040 to 0.110 millimeter. The average annual rate of sedimentation was 7,800 acre-feet. Assuming an average density of 50 pounds per cubic foot (800 kilograms per cubic meter), the estimated average sediment inflow to the reservoir was about 8,500,000 tons (7,700,000 metric tons) per year. The decrease in capacity at spillway elevation for the period 1953 to 1968 due to sediment deposition was 7.8 percent, or 117,700 acre-feet. Redefinition of several contours above the fill area resulted in an increase in capacity at spillway elevation of 13,600 acre-feet; thus, the net change in capacity was 7.0 percent, or 104,800 acre-feet. Based on current data and an estimated rate of compaction of deposited sediment, the assumption of no appreciable change in hydrologic conditions in the drainage area, the leading edge of the principal delta will reach the irrigation outlet in 40-45 years. It is recommended that a resurvey of sediment range lines be made during the period 1973-75.

National Program for Inspection of Non-Federal Dams. Durepo Brook Dam (ME 00348) Saint John River Basin, Limestone, Maine. Phase I Inspection Report.

DTIC Science & Technology

1981-09-01

EXPOLSED BY THE CUT OFF TRE NCHI ESLAVA - ’’ON SHALL Of THOROIUGHLY CLEANED AND INSPLCTLD BY THE - tNGITIIEk PRIOR TO THE PIACIMENT OF THE CIJYOFF TRENCH...concrete impact basin. A grass lined earth cut emergency spillway is provided adjacent to to the right abutment. A sediment and municipal water storage pool...0 698, METHOD CUT OFF SENCI SPIL LWAY EXCAVATION owC CU R:EPRESENTED BY MATERIl. INITEST PIT TP-5(aZ To a’ oR S:ORROW AREA Re I REPRESE NTED CONS

Surveys of water velocities in the vicinity of the discharge-release gates of Salamonie Lake Dam, northeastern Indiana, spring and winter 1998

USGS Publications Warehouse

Morlock, Scott E.; Stewart, James A.

2000-01-01

An acoustic Doppler current profiler (ADCP) mounted on a boat was used to collect velocity and depth data and to compute positions of the velocity and depth data relative to the boat track. A global positioning system (GPS) was used to collect earth-referenced position data, and a GPS base station receiver was used to improve the accuracy of the earth-referenced position data. The earth-referenced position data were used to transform the ADCP-computed positions (which were relative to boat tracks) to positions referenced to a point on the spillway tower.

National Dam Inspection Program. Sharpe’s Pond Dam (NDI I.D. PA-0888 DER I.D. 066-009) Susquehanna River Basin, Little Mehoopany Creek, Wyoming County, Pennsylvania. Phase I Inspection Report.

DTIC Science & Technology

1981-01-01

quadrangle. a. Drainage Area 0.99 square mile b. Discharge at Dam Site ( cfs ) Maximum known flood at dam site Unknown Outlet conduit at maximum pool...located near the left abutment. The capacity of the spillway was determined to be 35 cfs , based on the available 1.1-foot freeboard relative to the lov...peak flows of 3014 and 1507 cfs for full and 50 percent of PMF, respectively. Computer input and summary of computer output are also included in

National Dam Inspection Program. Ingham Creek (Aquetong Lake) Dam (NDI ID PA 00224, PA DER 9-49) Delaware River Basin, Ingham Creek, Pennsylvania. Phase I Inspection Report,

DTIC Science & Technology

1981-04-01

Delaware River Basing Ingham Justif icaticn--- L Creek, Pennsylvania. Phase I Inspection Do DEL-AWARE RIVER BASIN Availabilit T Co~es Avail and/or D...about 1.5H:IV and an unknown upstream slope below the water surface. The dam impounds a reservoir with a normal pool surface area of 12.4 acres and a...deep. It was once used to direct water to a mill downstream of the dam and is now in poor condition. The spillway Design Flood (SDF) chosen for this

American River Watershed Investigation, California. Volume 2. Appendixes F-L

DTIC Science & Technology

1991-12-01

j ) 0 U~ - T a< a:a LUi -LJ > Wr 0 ww o I - o w zo 00 ww z. L~ cc 6...At 40.’ U . * J ." 466.00_~I IEA A 432. 601111 CAN a t 417.96 4800 0--:-- -f 10"~tfl _ _ _ W O N d ~ i e -w $ SC 1 I N ) T HR U F PL P SC el. 183.00...500 450 SPILLWAY CREST ELEVATION 418.0 FT 400 - J 15- - .. 00 P o --lJ 300 , 0 100 200 300 400 500 CAF/1 AREA, in thousand acres 5 6 7 t 9 10 It 12 I

National Dam Safety Program. Elm Creek Dam (Dam Number 16), (Inventory Number N.Y. 593), Conewango Creek Watershed, Allegheny River Basin, Cattaraugus County, New York. Phase I Inspection Report,

DTIC Science & Technology

1981-08-18

HYDRAULICS/HYDROLOGY 5.1 Drainage Area Characteristics 5-1 5.2 Design Data 5-1 5.3 Analysis Criteria 5-1 5.4 Reservoir Capacity 5-2 5.5 Experience...Data 5-2 5.6 Overtopping Potential 5-2 5.7 Analysis of Downstream Impacts 5-2 5.8 Evaluation 5-2 SECTION 6 STRUCTURAL STABILITY 6.1 Visual Observations...elevation is 1587.0 ft. (MSL). 5.3 Analysis Criteria The analysis of the spillway capacity of the dam and the storage of the reservoir was performed using

Blue Marsh Dam and Reservoir Condition Report. Dam, Outlet Works, Spillway and Bernville Protective Works. Periodic Inspection Report Number 2, September 1979. Schuylkill River Basin. Tulpehocken Creek, Pennsylvania.

DTIC Science & Technology

1980-04-01

Low flow gate in No. I service gate has considerable leakage. Recommend exercising of this small gate to improve seating of its seals. (6) Water ...During periods of low pools (below E1.260), these piezometers indicated ground water elevations above the pool level, while during higher pool levels of...Periodic I year 1981 5th Periodic I year 1982 6th Periodic 1 year 1983 7th Periodic 2 years 1985 8th Periodic 2 years 1987 9th Periodic 5 years 1992

National Program for Inspection of Non-Federal Dams. Lost Wilderness Lake Southern Dam (Twining Pond Dam) (MA 00321), Farmington River Basin, Tolland, Massachusetts. Phase I Inspection Report.

DTIC Science & Technology

1979-12-01

11j11_1.25 1111.4 ~lL MICROCOPY RESOLUTION TEST CHAR’ N-’ fIFA N A I ANI Fl 0 Lf) FARMINGTON RIVER BASIN L TOLLAND, MASSACHUSETTS It LOST WILDERNESS LAKE...of *• Non-Federal Dams; use cover date for date of report. I. K EY WORDS (Contonue on reverse side I# noco..iny md idon ll y by block RiMI0ber) DAMS...It necessary and ~en1Y & y block mnmbovj The dam is an earthen embankment 440 ft. long and 27 ft. high with a drop inlet 7-: principal spillway

Preliminary Field Report on the Findings and Results of the Evaluation of the Cultural and Historical Resources of the Spillway Area of the Range Dam Lying within the Northgate National Registry Site (EPCM 31:106:3:10) in El Paso, Texas.

DTIC Science & Technology

1973-03-30

Amaranthus sp .). 18 Although amaranth seeds are edible , their presence in FR-I is probably accidental in that they do not require the am- ount of...other woody herbs and grasses for tender. With some moisture, amaranth could have grown on or near the site in disturbed areas. In his account of the...foods" or "foods that have to be baked". These wild plant foods played a cri- tical role in Mescalero subsistence patterns and included mescal (Agave

To the restoration of the washed-out sea coast of the city Poti

NASA Astrophysics Data System (ADS)

Gagoshidze, Shalva; Kodua, Manoni

2017-04-01

Large-scale geomorphological changes in the coast area of the Poti city (the main port city on the Georgian Black Sea coast) started to occur after 1939 when the course of the Rioni river (with a maximum discharge up to 4000 m3 /s) was completely diverted northwards from the city. Though this diversion protected the city from frequent floods, it at the same time created an irreversible deficit of beach-forming alluvia and, as a result, the sea coast of Poti was irreparably washed out by sea waves and its area diminished by hundreds of meters. To restore the washed-out sea coast of Poti, in 1959, the dam with a regulator (sluice) was built across the Rioni river, at the 7th kilometer to the north-east of Poti. Its purpose was to divide the river flow so that a part (400 m3/s) of the river discharge would flow back to the former river bed (the so-called city channel) in order to compensate for a sediment deficit (600 m3 per year). However, for a variety of reasons, this measure did not lead to the desired result and the coast continued to be washed out. As shown by our theoretical studies based on the asymptotic solution of the problem of long wave invasion in river estuaries, one of the principal reasons for persistent washouts of the coast of Poti is the absence of the operation modes of spillway gates of the city channel: they should not be opened during sea storms, that is higher than 3(H), since in that case the alluvia transported by the city channel are completely lost in the deep sea canyon located far from the coast and do not serve for the coast restoration. Therefore, in stormy weather it is necessary to close the spillway gates of the city channel. Besides, it is necessary to clean the channel bed in order to increase its transportation capacity.

Multi-Source Generation Mechanisms for Low Frequency Noise Induced by Flood Discharge and Energy Dissipation from a High Dam with a Ski-Jump Type Spillway

PubMed Central

Lian, Jijian; Zhang, Wenjiao; Ma, Bin; Liu, Dongming

2017-01-01

As excess water is discharged from a high dam, low frequency noise (air pulsation lower than 10 Hz, LFN) is generated and propagated in the surrounding areas, causing environmental hazards such as the vibration of windows and doors and the discomfort of local residents. To study the generation mechanisms and key influencing factors of LFN induced by flood discharge and energy dissipation from a high dam with a ski-jump type spillway, detailed prototype observations and analyses of LFN are carried out. The discharge flow field is simulated and analyzed using a gas-liquid turbulent flow model. The acoustic response characteristics of the air cavity, which is formed between the discharge nappe and dam body, are analyzed using an acoustic numerical model. The multi-sources generation mechanisms are first proposed basing on the prototype observation results, vortex sound model, turbulent flow model and acoustic numerical model. Two kinds of sources of LFN are studied. One comes from the energy dissipation of submerged jets in the plunge pool, the other comes from nappe-cavity coupled vibration. The results of the analyses reveal that the submerged jets in the plunge pool only contribute to an on-site LFN energy of 0–1.0 Hz, and the strong shear layers around the high-velocity submerged jets and wall jet development areas are the main acoustic source regions of LFN in the plunge pool. In addition, the nappe-cavity coupled vibration, which is induced when the discharge nappe vibrates with close frequency to the model frequency of the cavity, can induce on-site LFN energy with wider frequency spectrum energy within 0–4.0 Hz. By contrast, the contribution degrees to LFN energy from two acoustic sources are almost same, while the contribution degree from nappe-cavity coupled vibration is slightly higher. PMID:29189750

Computational Fluid Dynamics Modeling of the John Day Dam Tailrace

DOE Office of Scientific and Technical Information (OSTI.GOV)

Rakowski, Cynthia L.; Perkins, William A.; Richmond, Marshall C.

US Army Corps of Engineers - Portland District required that a two-dimensional (2D) depth-averaged and a three-dimensional (3D) free-surface numerical models to be developed and validated for the John Day tailrace. These models were used to assess potential impact of a select group of structural and operational alternatives to tailrace flows aimed at improving fish survival at John Day Dam. The 2D model was used for the initial assessment of the alternatives in conjunction with a reduced-scale physical model of the John Day Project. A finer resolution 3D model was used to more accurately model the details of flow inmore » the stilling basin and near-project tailrace hydraulics. Three-dimensional model results were used as input to the Pacific Northwest National Laboratory particle tracking software, and particle paths and times to pass a downstream cross section were used to assess the relative differences in travel times resulting from project operations and structural scenarios for multiple total river flows. Streamlines and neutrally-buoyant particles were seeded in all turbine and spill bays with flows. For a Total River of 250 kcfs running with the Fish Passage Plan spill pattern and a spillwall, the mean residence times for all particles were little changed; however the tails of the distribution were truncated for both spillway and powerhouse release points, and, for the powerhouse releases, reduced the residence time for 75% of the particles to pass a downstream cross section from 45.5 minutes to 41.3 minutes. For a total river of 125 kcfs configured with the operations from the Fish Passage Plan for the temporary spillway weirs and for a proposed spillwall, the neutrally-buoyant particle tracking data showed that the river with a spillwall in place had the overall mean residence time increase; however, the residence time for 75% of the powerhouse-released particles to pass a downstream cross section was reduced from 102.4 min to 89 minutes.« less

National Dam Safety Program. St. James Lake Dam (Inventory Number NY 779), St. Lawrence River Basin, Jefferson County, New York. Phase I Inspection Report.

DTIC Science & Technology

1980-02-14

cifs is only 3 percent of the Probable kaximum Flood (P11F) which was coi’puted to be 13,670 cfs.’ The 1 /2 PI4F is 7,046 cfs. Therefore, the darn...calnnot pass the 1 /2 P,4F without being overtopped. The downstreami hazard is a 1 ijhtly traveled road thAt travels northe] {o the cantonment area. -g ;:p...c t of t e si l a si ad.u t o l1 1 . The discharg caact oftesiia sindqa fraf1ows in excess of 3 per cent of the Nl (siiaAaaiy=40cs.~~ e spillway is

Sensor Fish Communicator

DOE Office of Scientific and Technical Information (OSTI.GOV)

The Sensor Fish collects information that can be used to evaluate conditions encountered by juvenile salmonids and other fish as they pass through hydroelectric dams on their way to the ocean. Sensor Fish are deployed in turbines, spillways, and sluiceways and measure changes in pressure, angular rate of change, and linear acceleration during passage. The software is need to make Sensor Fish fully functional and easy to use. Sensor Fish Communicator (SFC) links to Sensor Fish, allowing users to control data collection settings and download data. It may also be used to convert native raw data (.raw2) files into Commamore » Separated Variable (.csv) files and plot the results. The multiple capabilities of the SFC allow hardware communication, data conversion, and data plotting with one application.« less

Hydrologic data collection activities in the Solomon Gulch basin near Valdez, Alaska

USGS Publications Warehouse

Bigelow, B.B.

1988-01-01

In 1981, the Alaska Power Authority completed construction of a dam spillway at the north end of Solomon Lake near Valdez. Regulation and diversion from the dam since 1982 have significantly altered the natural flow characteristics of Solomon Gulch. In September 1986, the Geological Survey began data collection to determine mean daily discharge at four sites below Solomon Lake and thus document the effects of regulation and diversion of water on the flow at various points in the system. Periodic discharge measurements and continuous records of water stage were obtained at two of the sites, and daily discharge values were computed for all four sites. The report contains descriptions of the data collection sites and the discharge records for each site for September 1986 and water year 1987. (USGS)

AAR in concrete of Asejire spillway (OYO state - Nigeria)

DOE Office of Scientific and Technical Information (OSTI.GOV)

Lamaudiere, J.P.; Spaeti, F.

1995-12-31

The Asejire dam at Ibadan, Nigeria was constructed in the late sixties for the purpose of providing water for the city of Ibadan (presently about 4,5 million inhabitants). It is located on the Oshun river approximately fifteen miles from the city. In 1982 cracks were observed on the wing walls and although these continued to develop, no attempt was made at that time to investigate their causes and no repair was carried out. In 1989 the SGI ENGINEERING Group of Geneva, Switzerland was appointed as the consultant for the complete refurbishment of the Asejire water scheme. The consortium Degremont-Poat-Clemessy wasmore » awarded the contract for the project. The African Development Bank and the Nigerian Government have provided the loan to finance the project.« less

Behavior and passage of juvenile salmonids during the evaluation of a behavioral guidance structure at Cowlitz Falls Dam, Washington, 2011

USGS Publications Warehouse

Kock, Tobias J.; Liedtke, Theresa L.; Ekstrom, Brian K.; Tomka, Ryan G.; Rondorf, Dennis W.

2012-01-01

Turbine passage was the most common passage route for tagged fish at Cowlitz Falls Dam during 2011. We found that 40 percent of the steelhead, 52 percent of the coho salmon, and 33 percent of the Chinook salmon passed through turbines. An additional 22 percent of the steelhead and 32 percent of the coho salmon passed through turbines or spillways when both passage routes were available. Fish collection numbers were relatively low during 2011 compared to long-term averages. In total, 37 percent of the steelhead, 14 percent of the coho salmon, and 23 percent of the Chinook salmon that entered the forebay were collected, primarily through collection flumes. The FSC collected a single radio-tagged fish (a Chinook salmon) in 2011.

HEAD INJURY ASSESSMENT IN JUVENILE CHINOOK USING THE ALPHA II-SPECTRIN BIOMARKER: EFFECTS OF PRESSURE CHANGES AND PASSAGE THROUGH A REMOVABLE SPILLWAY WEIR

DOE Office of Scientific and Technical Information (OSTI.GOV)

Jonason, C.; Miracle, A.

2009-01-01

The cytoskeletal protein alpha II-spectrin has specifi c neurodegenerative mechanisms that allow the necrotic (injury-induced) and apoptotic (non-injury-induced) pathways of proteolysis to be differentiated in an immunoblot. Consequently, αII-spectrin breakdown products (SBDPs) are potential biomarkers for diagnosing traumatic brain injury (TBI). The purpose of the following investigation, consisting of two studies, was to evaluate the utility of the spectrin biomarker in diagnosing TBI in fi sh that travel through hydroelectric dams in the Columbia and Snake Rivers. The fi rst study used hyperbaric pressure chambers to simulate the pressure changes that affect fi sh during passage through a Federal Columbiamore » River Power System (FCRPS) Kaplan turbine. The second study tested the effect of a removable spillway weir (RSW) on the passage of juvenile chinook (Oncorhynchus tshawytscha). This study was conducted in tandem with a balloon-tag study by the U.S. Army Corps of Engineers. Brain samples from fi sh were collected and analyzed using an immunoblot for SBDPs, and imaging software was used to quantify the protein band density and determine the ratio of cleaved protein to total protein. The biomarker analyses found higher SBDP expression levels in fi sh that were exposed to lower pressure nadirs and fi sh that passed through the RSW at a deep orientation. In general, the incidence of injuries observed after treatment positively correlated with expression levels, suggesting that the biomarker method of analysis is comparable to traditional methods of injury assessment. It was also found that, for some treatments, the 110 kDa spectrin fragment (SBDP 110) correlated more strongly with necrotic head injury incidence and mortality rates than did the total cleaved protein or the 120 kDa fragment. These studies will be informative in future decisions regarding the design of turbines and fi sh passage structures in hydroelectric dams and will hopefully contribute to the development of faster and more accurate techniques for diagnosing TBI in fi sh.« less

Sedimentation survey of Lago La Plata, Toa Alta, Puerto Rico, March–April 2015

USGS Publications Warehouse

Gómez-Fragoso, Julieta

2016-10-31

IntroductionLago La Plata is operated by the Puerto Rico Aqueduct and Sewer Authority (PRASA) and is part of the San Juan Metropolitan Water District. The reservoir serves a population of about 425,000 people. During 2013 the reservoir provided 0.307 million cubic meters (Mm3 ) of water per day (about 81 million gallons per day), which is equivalent to 31 percent of the total water demand for the metropolitan area (Wanda L. Molina, U.S. Geological Survey, written commun., 2015). The dam was constructed in 1974 and is located about 5 kilometers (km) south of the town of Toa Alta and 5 km north of the town of Naranjito (fig. 1). The drainage area upstream from the Lago La Plata dam is about 469 square kilometers (km2 ). The storage capacity at construction in 1974 was 26.84 Mm3 with a spillway elevation of 47.12 meters (m) above mean sea level (msl). Storage capacity was increased to 40.21 Mm3 in 1989 after the installation of bascule gates to provide a normal dam pool elevation at 52 m above msl (Puerto Rico Electric and Power Authority, 1979). The maximum height of the dam is about 40 m above the river bottom near the dam, and the intake structure consists of six 1.82-m-diameter ports facing upstream, with 6-m vertical spacing that begins at an elevation of 19 m above msl. The U.S. Geological Survey (USGS), in cooperation with the PRASA, conducted a bathymetric survey of the Lago La Plata reservoir during March and April 2015. The hydrographic survey was designed to provide an update of the reservoir storage capacity and sedimentation rate. Areas with substantial sediment accumulation are also discussed in this report. The results of the survey were used to prepare a bathymetric map showing the reservoir bottom (fig. 2) referenced with respect to the spillway elevation. This report also includes a summary of a previous bathymetric survey conducted in 2006 (Soler-López, 2008).

Geothermal disruption of ice at Mount Spurr Volcano, 2004 - 2006: An unusual manifestation of volcanic unrest in Alaska

USGS Publications Warehouse

Coombs, Michelle L.; Neal, Christina A.; Wessels, Rick L.; McGimsey, Robert G.

2006-01-01

Mount Spurr, a 3,374-m-high stratovolcano in the Cook Inlet region of Alaska, showed signs of volcanic unrest beginning in 2004 and lasting through 2006. These signs included increases in heat flow, seismicity, and gas flux, which we interpret as the results of a magmatic intrusion in mid-2004. In response, debris-laden meltwater beneath the glacier in Mount Spurr's geothermally active summit basin accumulated as the overlying snow and ice melted. As heat output increased, the icecap subsided into a growing cavity over a meltwater lake, similar to that observed during subglacial volcanic activity in Iceland. An ice plug collapsed into the lake sometime between June 20 and July 8, 2004, forming an ice cauldron that continued to grow in diameter during 2004 and 2005. A freefall of ice and snow into the lake likely caused a mixture of water and debris to be displaced rapidly upward and outward along preexisting englacial and, possibly, subglacial pathways leading away and downslope from the summit basin. Where these pathways intersected crevasses or other weak points in the sloping icefield, the mixture debouched onto the surface, producing dark, fluid debris flows. In summer 2004, the occurrence of two sets of debris flows separated in time by as long as a week suggests two pulses of summit ice collapse, each producing a surge of water and debris from the lake. A single debris flow was also emplaced on May 2, 2005. This event, which was captured by a Web camera, occurred simultaneously with a lake-level drop of ~15 m. To the east of the ice cauldron, a spillway that fed the debris flows has apparently maintained a relatively constant lake level for months at a time. Aerial photographs show that the spillway is in the direction of a breach in the summit crater. Melting of snow and ice at the summit has continued through 2006, with a total meltwater volume of ~5.4 million m3 as of March 2006.

Beltzville Lake Condition Report, Dam, Outlet Works and Spillway, Periodic Inspection Reports Number 3 and 4, September 1972 and August 1973.

DTIC Science & Technology

1974-06-01

T!,Perttiov_ repa r of 71.e syster. was accoi.:plis’.ed -y fa c- rprese> a- Ives --.uf e wetek of’ 17 ’ept 1972. .. rto In~ * e -lower r-a:.le and L...048779pm per ft S0.04877 ,� * 20 pr LEHIGH RIVER BASIN Q 0.04877w/80 f 4 gpo PONOPOCO CREEK, PENNSYLVANIA BELTZVILLE LAKE "ota/ 4 #9pm FLOW NET...450~~~~~ 2ALEOsA)S4, TO /& SCALE0W l.L.VttVSSS*V A lVt 4 lv *43 41:r,4 - . ’ ~ - - w ~- ~i~o*14193 & vs vI *25m, y4t’ .’s ro5 -o A_ _ __ _ ’AixI’,llED

Survival and migration behavior of juvenile salmonids at Lower Granite Dam, 2006

USGS Publications Warehouse

Beeman, John W.; Fielding, Scott D.; Braatz, Amy C.; Wilkerson, Tamara S.; Pope, Adam C.; Walker, Christopher E.; Hardiman, Jill M.; Perry, Russell W.; Counihan, Timothy D.

2008-01-01

We described behavior and estimated passage and survival parameters of juvenile salmonids during spring and summer migration periods at Lower Granite Dam in 2006. During the spring, the study was designed to examine the effects of the Behavioral Guidance Structure (BGS) by using a randomized-block BGS Stored / BGS Deployed treatment design. The summer study was designed to compare passage and survival through Lower Granite Dam using a randomized-block design during two spill treatments while the BGS was in the stored position. We used the Route Specific Survival Model to estimate survival and passage probabilities of hatchery yearling Chinook salmon, hatchery juvenile steelhead, and hatchery and wild subyearling Chinook salmon. We also estimated fish guidance efficiency (FGE), fish passage efficiency (FPE), Removable Spillway Weir passage effectiveness (RPE), spill passage effectiveness (SPY), and combined spill and RSW passage effectiveness.

LANDSLIDE DAMMED LAKES AT MOUNT ST. HELENS, WASHINGTON.

USGS Publications Warehouse

Meyer, William; Sabol, Martha A.; Schuster, Robert; ,

1986-01-01

The collapse of the north face of Mount St. Helens on May 18, 1980, and the debris avalanche that resulted blocked outflow from Spirit Lake and Coldwater and South Fork Castle Creeks. Spirit Lake began to increase in size and lakes began to form in the canyons of Coldwater and South Fork Castle Creeks. Coldwater and Castle Lakes would have overtopped their respective blockages in late 1981 or early 1982. Catastrophic flooding would have occurred from the breakout of Coldwater Lake while serious flooding probably would have resulted from the breakout of Castle Lake. As a result, the level of both lakes was stabilized with spillways in 1981. The three blockages are stable against liquefaction and gravitationally induced slope failure. The existence of groundwater in the blockages was observed in piezometers installed between 1981 and 1983. Groundwater mounds with water levels above lake level exist under the crest of all of the blockages.

National Dam Inspection Program. Arlington Lake Dam (NDI ID PA 00321, PA DER 45-5), Delaware River Basin, Big Meadow Run, Pennsylvania. Phase I inspection Report

DTIC Science & Technology

1981-08-01

measure of relative spillway capacity and serves as an aid in determining the need for more detailed hydrologic and hydraulic studies, con - sidering the...hDCL m1 0i r-4 a) C 4z4 3- O) 4-) CL L. = 0= - 0. ) aLi 4-) 0) 0 .0o 4- 4-)4-3 +) .G) cc 0 .t 0) 0 0C &- 4-L4 . Lk =) 4m) - ’ GmO .C0-OJ00 0)4 D U ap 3...sumrary print-out. -ŝI 4bh "h/7 rd =Ire~ur~S onjy i Q BRIEN6OERE 4,, Y7 31hT~o pro .%!/ ~2 40.oe64nK - o~,r~i . :1’ /*L -V /X a- / \\-LL ICISCAa.)LA-ric~rPn

Assessing the potential for rainbow trout reproduction in tributaries of the Mountain Fork River below Broken Bow Dam, southeastern Oklahoma

USGS Publications Warehouse

Long, James M.; Starks, Trevor A.; Farling, Tyler; Bastarache, Robert

2016-01-01

inventory of the resident fish communities in these tributaries is lacking. To address these gaps, we surveyed 10 tributaries, from intermittent through third order, for fishes during presumed spawning periods of rainbow trout; we used backpack electrofishing in February and April 2015 and 2016 to determine the composition of the fish assemblages and whether trout were present. Stocked adult trout were found in three tributaries in 2015; wild juvenile rainbow trout were found in Bee Branch in 2015 and in an intermittent tributary of Spillway Creek, just above the “Cold Hole,” in 2016. Fish assemblages were dominated by highland stonerollers (Campostoma spadiceum) in larger, wider systems and by orangebelly darters (Etheostoma radiosum) in smaller, narrower streams. These data fill an information gap in our understanding of small streams in the Ouachita Mountains, and they demonstrate that some streams are suitable for rainbow trout reproduction.

Magnitude and frequency of summer floods in western New Mexico and eastern Arizona

USGS Publications Warehouse

Kennon, F.W.

1955-01-01

Numerous small reservoirs and occasional water-spreading structures are being built on the ephemeral streams draining the public and Indian lands of the Southwest as part of the Soil and Moisture Conservation Program of the Bureau of Land Management and Bureau of Indian Affairs.  Economic design of these structures requires some knowledge of the flood rates and volumes.  Information concerning flood frequencies on areas less than 100 square miles is deficient throughout the country, particularly on intermittent streams of the Southwest.  Design engineers require a knowledge of the frequency and magnitude of flood volumes for the planning of adequate reservoir capacities and a knowledge of frequency and magnitude of flood peaks for spillway design.  Hence, this study deals with both flood volumes and peaks, the same statistical methods being used to develop frequency curves for each.

Passage Distribution and Federal Columbia River Power System Survival for Steelhead Kelts Tagged Above and at Lower Granite Dam, Year 2

DOE Office of Scientific and Technical Information (OSTI.GOV)

Colotelo, Alison HA; Harnish, Ryan A.; Jones, Bryan W.

Steelhead (Oncorhynchus mykiss) populations have declined throughout their range in the last century and many populations, including those of the Snake River Basin are listed under the Endangered Species Act of 1973. The reasons for their decline are many and complex, but include habitat loss and degradation, overharvesting, and dam construction. The 2008 Biological Opinion calls for an increase in the abundance of female steelhead through an increase in iteroparity (i.e., repeat spawning) and this can be realized through a combination of reconditioning and in-river survival of migrating kelts. The goal of this study is to provide the data necessarymore » to inform fisheries managers and dam operators of Snake River kelt migration patterns, survival, and routes of dam passage. Steelhead kelts (n = 487) were captured and implanted with acoustic transmitters and passive integrated transponder (PIT)-tags at the Lower Granite Dam (LGR) Juvenile Fish Facility and at weirs located in tributaries of the Snake and Clearwater rivers upstream of LGR. Kelts were monitored as they moved downstream through the Federal Columbia River Power System (FCRPS) by 15 autonomous and 3 cabled acoustic receiver arrays. Cabled receiver arrays deployed on the dam faces allowed for three-dimensional tracking of fish as they approached the dam face and were used to determine the route of dam passage. Overall, 27.3% of the kelts tagged in this study successfully migrated to Martin Bluff (rkm 126, as measured from the mouth of the Columbia River), which is located downstream of all FCRPS dams. Within individual river reaches, survival per kilometer estimates ranged from 0.958 to 0.999; the lowest estimates were observed in the immediate forebay of FCRPS dams. Steelhead kelts tagged in this study passed over the spillway routes (spillway weirs, traditional spill bays) in greater proportions and survived at higher rates compared to the few fish passed through powerhouse routes (turbines and juvenile bypass systems). The results of this study provide information about the route of passage and subsequent survival of steelhead kelts that migrated through the Snake and Columbia rivers from LGR to Bonneville Dam in 2013. These data may be used by fisheries managers and dam operators to identify potential ways to increase the survival of kelts during their seaward migrations.« less

Passage Distribution and Federal Columbia River Power System Survival for Steelhead Kelts Tagged Above and at Lower Granite Dam, Year 2

DOE Office of Scientific and Technical Information (OSTI.GOV)

Colotelo, Alison H.A.; Harnish, Ryan A.; Jones, Bryan W.

2014-12-15

Steelhead (Oncorhynchus mykiss) populations have declined throughout their range in the last century and many populations, including those of the Snake River Basin are listed under the Endangered Species Act of 1973. The reasons for their decline are many and complex, but include habitat loss and degradation, overharvesting, and dam construction. The 2008 Biological Opinion calls for an increase in the abundance of female steelhead through an increase in iteroparity (i.e., repeat spawning) and this can be realized through a combination of reconditioning and in-river survival of migrating kelts. The goal of this study is to provide the data necessarymore » to inform fisheries managers and dam operators of Snake River kelt migration patterns, survival, and routes of dam passage. Steelhead kelts (n = 487) were captured and implanted with acoustic transmitters and passive integrated transponder (PIT)-tags at the Lower Granite Dam (LGR) Juvenile Fish Facility and at weirs located in tributaries of the Snake and Clearwater rivers upstream of LGR. Kelts were monitored as they moved downstream through the Federal Columbia River Power System (FCRPS) by 15 autonomous and 3 cabled acoustic receiver arrays. Cabled receiver arrays deployed on the dam faces allowed for three-dimensional tracking of fish as they approached the dam face and were used to determine the route of dam passage. Overall, 27.3% of the kelts tagged in this study successfully migrated to Martin Bluff (rkm 126, as measured from the mouth of the Columbia River), which is located downstream of all FCRPS dams. Within individual river reaches, survival per kilometer estimates ranged from 0.958 to 0.999; the lowest estimates were observed in the immediate forebay of FCRPS dams. Steelhead kelts tagged in this study passed over the spillway routes (spillway weirs, traditional spill bays) in greater proportions and survived at higher rates compared to the few fish passed through powerhouse routes (turbines and juvenile bypass systems). The results of this study provide information about the route of passage and subsequent survival of steelhead kelts that migrated through the Snake and Columbia rivers from LGR to Bonneville Dam in 2013. These data may be used by fisheries managers and dam operators to identify potential ways to increase the survival of kelts during their seaward migrations.« less

Flood hydrology for Dry Creek, Lake County, Northwestern Montana

USGS Publications Warehouse

Parrett, C.; Jarrett, R.D.

2004-01-01

Dry Creek drains about 22.6 square kilometers of rugged mountainous terrain upstream from Tabor Dam in the Mission Range near St. Ignatius, Montana. Because of uncertainty about plausible peak discharges and concerns regarding the ability of the Tabor Dam spillway to safely convey these discharges, the flood hydrology for Dry Creek was evaluated on the basis of three hydrologic and geologic methods. The first method involved determining an envelope line relating flood discharge to drainage area on the basis of regional historical data and calculating a 500-year flood for Dry Creek using a regression equation. The second method involved paleoflood methods to estimate the maximum plausible discharge for 35 sites in the study area. The third method involved rainfall-runoff modeling for the Dry Creek basin in conjunction with regional precipitation information to determine plausible peak discharges. All of these methods resulted in estimates of plausible peak discharges that are substantially less than those predicted by the more generally applied probable maximum flood technique. Copyright ASCE 2004.

Modeling Total Dissolved Gas for Optimal Operation of Multireservoir Systems

DOE PAGES

Politano, Marcela; Castro, Alejandro; Hadjerioua, Boualem

2017-02-09

One important environmental issue of hydropower in the Columbia and Snake River Basins (Pacific Northwest region of United States) is elevated total dissolved gas (TDG) downstream of a dam, which has the potential to cause gas bubble disease in affected fish. Gas supersaturation in the Columbia River Basin primarily occurs due to dissolution of bubbles entrained during spill events. This paper presents a physically based TDG model that can be used to optimize spill operations in multireservoir hydropower systems. Independent variables of the model are forebay TDG, tailwater elevation, spillway and powerhouse discharges, project head, and environmental parameters such asmore » temperature and atmospheric pressure. The model contains seven physically meaningful experimental parameters, which were calibrated and validated against TDG data collected downstream of Rock Island Dam (Washington) from 2008 to 2012. In conclusion, a sensitivity analysis was performed to increase the understanding of the relationships between TDG downstream of the dam and processes such as air entrainment, lateral powerhouse flow, and dissolution.« less

Evaluation of Fish Passage Conditions for Juvenile Salmonids Using Sensor Fish at Detroit Dam, Oregon

DOE Office of Scientific and Technical Information (OSTI.GOV)

Duncan, Joanne P.

2010-01-29

Fish passage conditions through two spillways at Detroit Dam on the North Santiam River in Oregon were evaluated by Pacific Northwest National Laboratory for the U.S. Army Corps of Engineers (USACE), Portland District, using Sensor Fish devices. The objective of the study was to describe and compare passage exposure conditions through Spillbay 3 and Spillbay 6 at 1.5- and 3.5-ft gate openings, identifying potential fish injury regions of the routes. The study was performed in July 2009, concurrent with HI-Z balloon-tag studies by Normandeau Associates, Inc. Sensor Fish and live fish were deployed at elevations approximately 3 ft above structuremore » at depths determined using a computational fluid dynamics model. Data collected were analyzed to estimate 1) exposure conditions, particularly exposure to severe collision and shear events by passage route sub-regions; 2) differences in passage conditions between passage routes; and 3) relationships to live-fish injury and mortality data estimates.« less

Seismically reactivated Hattian slide in Kashmir, Northern Pakistan

NASA Astrophysics Data System (ADS)

Schneider, Jean F.

2009-07-01

The Pakistan 2005 earthquake, of magnitude 7.6, caused severe damage on landscape and infrastructure, in addition to numerous casualties. The event reactivated Hattian Slide, creating a rock avalanche in a location where earlier mass movements had happened already, as indicated by satellite imagery and ground investigation. The slide originated on Dana Hill, in the upper catchment area of Hattian on Karli Stream, a tributary of Jhelum River, Pakistan, and buried the hamlet Dandbeh and several farms nearby. A natural dam accumulated, impounding two lakes, the larger one threatening parts of downstream Hattian Village with flooding. An access road and artificial spillways needed to be constructed in very short time to minimize the flooding risk. As shown by this example, when pointing out the risk of large-scale damage to population and infrastructure by way of hazard indication maps of seismically active regions, and preparing for alleviation of that risk, it is advisable to consider the complete Holocene history of the slopes involved.

Computation of records of streamflow at control structures

USGS Publications Warehouse

Collins, Dannie L.

1977-01-01

Traditional methods of computing streamflow records on large, low-gradient streams require a continuous record of water-surface slope over a natural channel reach. This slope must be of sufficient magnitude to be accuratly measured with available stage measuring devices. On highly regulated streams, this slope approaches zero during periods of low flow and accurate measurement is difficult. Methods are described to calibrate multipurpose regulating control structures to more accurately compute streamflow records on highly-regulated streams. Hydraulic theory, assuming steady, uniform flow during a computational interval, is described for five different types of flow control. The controls are: Tainter gates, hydraulic turbines, fixed spillways, navigation locks, and crest gates. Detailed calibration procedures are described for the five different controls as well as for several flow regimes for some of the controls. The instrumentation package and computer programs necessary to collect and process the field data are discussed. Two typical calibration procedures and measurement data are presented to illustrate the accuracy of the methods. (Woodard-USGS)

Computation of Flow Through Water-Control Structures Using Program DAMFLO.2

USGS Publications Warehouse

Sanders, Curtis L.; Feaster, Toby D.

2004-01-01

As part of its mission to collect, analyze, and store streamflow data, the U.S. Geological Survey computes flow through several dam structures throughout the country. Flows are computed using hydraulic equations that describe flow through sluice and Tainter gates, crest gates, lock gates, spillways, locks, pumps, and siphons, which are calibrated using flow measurements. The program DAMFLO.2 was written to compute, tabulate, and plot flow through dam structures using data that describe the physical properties of dams and various hydraulic parameters and ratings that use time-varying data, such as lake elevations or gate openings. The program uses electronic computer files of time-varying data, such as lake elevation or gate openings, retrieved from the U.S. Geological Survey Automated Data Processing System. Computed time-varying flow data from DAMFLO.2 are output in flat files, which can be entered into the Automated Data Processing System database. All computations are made in units of feet and seconds. DAMFLO.2 uses the procedures and language developed by the SAS Institute Inc.

In the Way of Peacemaker Guide Curve between Water Supply and Flood Control for Short Term Reservoir Operation

NASA Astrophysics Data System (ADS)

Uysal, G.; Sensoy, A.; Yavuz, O.; Sorman, A. A.; Gezgin, T.

2012-04-01

Effective management of a controlled reservoir system where it involves multiple and sometimes conflicting objectives is a complex problem especially in real time operations. Yuvacık Dam Reservoir, located in the Marmara region of Turkey, is built to supply annual demand of 142 hm3 water for Kocaeli city requires such a complex management strategy since it has relatively small (51 hm3) effective capacity. On the other hand, the drainage basin is fed by both rainfall and snowmelt since the elevation ranges between 80 - 1548 m. Excessive water must be stored behind the radial gates between February and May in terms of sustainability especially for summer and autumn periods. Moreover, the downstream channel physical conditions constraint the spillway releases up to 100 m3/s although the spillway is large enough to handle major floods. Thus, this situation makes short term release decisions the challenging task. Long term water supply curves, based on historical inflows and annual water demand, are in conflict with flood regulation (control) levels, based on flood attenuation and routing curves, for this reservoir. A guide curve, that is generated using both water supply and flood control of downstream channel, generally corresponds to upper elevation of conservation pool for simulation of a reservoir. However, sometimes current operation necessitates exceeding this target elevation. Since guide curves can be developed as a function of external variables, the water potential of a basin can be an indicator to explain current conditions and decide on the further strategies. Besides, releases with respect to guide curve are managed and restricted by user-defined rules. Although the managers operate the reservoir due to several variable conditions and predictions, still the simulation model using variable guide curve is an urgent need to test alternatives quickly. To that end, using HEC-ResSim, the several variable guide curves are defined to meet the requirements by taking inflow, elevation, precipitation and snow water equivalent into consideration to propose alternative simulations as a decision support system. After that, the releases are subjected to user-defined rules. Thus, previous year reservoir simulations are compared with observed reservoir levels and releases. Hypothetical flood scenarios are tested in case of different storm event timing and sizing. Numerical weather prediction data of Mesoscale Model 5 (MM5) can be used for temperature and precipitation forecasts that will form the inputs for a hydrological model. The estimated flows can be used for real time short term decisions for reservoir simulation based on variable guide curve and user defined rules.

Spillway sizing of large dams in Austria

NASA Astrophysics Data System (ADS)

Reszler, Ch.; Gutknecht, D.; Blöschl, G.

2003-04-01

This paper discusses the basic philosophy of defining and calculating design floods for large dams in Austria, both for the construction of new dams and for a re-assessment of the safety of existing dams. Currently the consensus is to choose flood peak values corresponding to a probability of exceedance of 2*10-4 for a given year. A two step procedure is proposed to estimate the design flood discharges - a rapid assessment and a detailed assessment. In the rapid assessment the design discharge is chosen as a constant multiple of flood values read from a map of regionalised floods. The safety factor or multiplier takes care of the uncertainties of the local estimation and the regionalisation procedure. If the current design level of a spillway exceeds the value so estimated, no further calculations are needed. Otherwise (and for new dams) a detailed assessment is required. The idea of the detailed assessment is to draw upon all existing sources of information to constrain the uncertainties. The three main sources are local flood frequency analysis, where flood data are available; regional flood estimation from hydrologically similar catchments; and rainfall-runoff modelling using design storms as inputs. The three values obtained by these methods are then assessed and weighted in terms of their reliability to facilitate selection of the design flood. The uncertainty assessment of the various methods is based on confidence intervals, estimates of regional heterogeneity, data availability and sensitivity analyses of the rainfall-runoff model. As the definition of the design floods discussed above is based on probability concepts it is also important to examine the excess risk, i.e. the possibility of the occurrence of a flood exceeding the design levels. The excess risk is evaluated based on a so called Safety Check Flood (SCF), similar to the existing practice in other countries in Europe. The SCF is a vehicle to analyse the damage potential of an event of this magnitude. This is to provide guidance for protective measures to dealing with very extreme floods. The SCF is used to check the vulnerability of the system with regard to structural stability, morphological effects, etc., and to develop alarm plans and disaster mitigation procedures. The basis for estimating the SCF are the uncertainty assessments of the design flood values estimated by the three methods including unlikely combinations of the controlling factors and attending uncertainties. Finally we discuss the impact on the downstream valley of floods exceeding the design values and of smaller floods and illustrate the basic concepts by examples from the recent flood in August 2002.

Optimization of Concurrent Deployments of the Juvenile Salmon Acoustic Telemetry System and Other Hydroacoustic Equipment at John Day Dam

DOE Office of Scientific and Technical Information (OSTI.GOV)

Ploskey, Gene R.; Hughes, James S.; Khan, Fenton

The purpose of this report is to document the results of the acoustic optimization study conducted at John Day Dam during January and February 2008. The goal of the study was to optimize performance of the Juvenile Salmon Acoustic Telemetry System (JSATS) by determining deployment and data acquisition methods to minimize electrical and acoustic interference from various other acoustic sampling devices. Thereby, this would allow concurrent sampling by active and passive acoustic methods during the formal evaluations of the prototype surface flow outlets at the dam during spring and summer outmigration seasons for juvenile salmonids. The objectives for the optimizationmore » study at John Day Dam were to: 1. Design and test prototypes and provide a total needs list of pipes and trolleys to deploy JSATS hydrophones on the forebay face of the powerhouse and spillway. 2. Assess the effect on mean percentage decoded of JSATS transmissions from tags arrayed in the forebay and detected on the hydrophones by comparing: turbine unit OFF vs. ON; spill bay OPEN vs. CLOSED; dual frequency identification sonar (DIDSON) and acoustic Doppler current profiler (ADCP) both OFF vs. ON at a spill bay; and, fixed-aspect hydroacoustic system OFF vs. ON at a turbine unit and a spill bay. 3. Determine the relationship between fixed-aspect hydroacoustic transmit level and mean percentage of JSATS transmissions decoded. The general approach was to use hydrophones to listen for transmissions from JSATS tags deployed in vertical arrays in a series perpendicular to the face of the dam. We used acoustic telemetry equipment manufactured by Technologic and Sonic Concepts. In addition, we assessed old and new JSATS signal detectors and decoders and two different types of hydrophone baffling. The optimization study consisted of a suite of off/on tests. The primary response variable was mean percentage of tag transmissions decoded. We found that there was no appreciable adverse effect on mean percentage decoded for JSATS transmitters from: turbine operations; spillway operations; DIDSON/ADCP acoustic energy; and PAS hydroacoustic systems at transmit level of -12 dB, although there was a significant impact at all higher transmit levels (-11 to -6 dB). The main conclusion from this optimization study is that valid JSATS telemetry data can be collected simultaneously with a DIDSON/ADCP and a PAS hydroacoustic system at transmit level -12 dB. Multiple evaluation tools should be considered to increase the robustness and thoroughness of future fish passage evaluations at John Day and other dams.« less

Landslides Triggered by the 12 May 2008, M 7.9 Wenchuan, China Earthquake

NASA Astrophysics Data System (ADS)

Harp, E.; Jibson, R.; Godt, J.

2009-04-01

The 12 May 2008, M 7.9 Wenchuan earthquake in eastern Sichuan Province of China triggered tens of thousands of rock falls, rock slides, rock avalanches, and deep, complex, landslides. Of the approximately 87,000 deaths caused by the earthquake, more than 20,000 have been attributed to landsides. Numerous villages were buried by large landslides. Air-blasts resulting from the rapid failure and movement of landslides were observed and documented from numerous eye-witness accounts. More than 100 landslide-dammed lakes were created by the earthquake, 33 of which were evaluated to determine if spillway construction was necessary to minimize flooding by future breaching of the landslide dams. Spillways were ultimately constructed on at least 16 landslide dams. Preliminary observations in the field and from satellite imagery indicate that the most common types of landslides were rock falls and rock slides that ranged in size from several hundred cubic meters to several hundred thousand cubic meters in volume. There were hundreds to perhaps as many as one thousand landslides exceeding 1 million cubic meters in volume. The largest landslide identified using Jaxa's Alos/Prism satellite imagery (2.5 m resolution) is nearly 1 billion cubic meters in volume and is located approximately 12 km north-northeast of the city of Hanwang. This landslide appears to have resulted from the failure of a 1.5-km section of ridge crest that now occupies most of the adjacent valley to the northeast; its toe spills over the next ridge crest to the northeast. The satellite imagery of 4 June 2008 shows two small lakes dammed by the slide debris. Within the mountainous areas in the near-field zone of shaking, rock slides dammed chains of lakes in many drainages. Sections of streams 2-3 km long have been completely covered by rock debris as of the 4 June imagery The debris from the triggered landslides is being redistributed rapidly by post-earthquake rainfall. A 100-year rainstorm in September 2008 remobilized many earthquake-triggered landslide deposits into debris flows, which resulted in additional fatalities, road closures, and flow restrictions of even large rivers such as the MinJiang River near Yingxiu. Increased sedimentation from the landslide debris triggered by the 12 May earthquake could significantly reduce storage capacities of the numerous reservoirs in the region. To assist with hazard mitigation and reconstruction efforts, the U.S. Geological Survey will collaborate with the China Geological Survey to transfer methods and technology to produce probabilistic landslide hazard maps for hazardous areas in Sichuan Province.

Geologic features of the Connecticut Valley, Massachusetts, as related to recent floods

USGS Publications Warehouse

Jahns, Richard Henry

1947-01-01

This report gives the results of a geologic study of certain features that bear upon the recent flood behavior of rivers flowing in the Massachusetts part of the Connecticut Valley. It is in part an outline of the physiographic history of the Connecticut River, a 'history that is treated in progressively greater detail as it concerns events occurring from Mesozoic time to the present, and in part a discussion of erosional and depositional processes associated with the extraordinary floods of March 1936 and September 1938. The Connecticut River flows southward through Massachusetts in a broad lowland area of more than 400 square miles and is joined in this area by four large tributaries, the Deerfield and Westfield Rivers from the west and the Millers and Chicopee Rivers from the east. The lowland area, or :Connecticut Valley province, is flanked on the west by the Berkshire Hills, a, deeply incised uplifted plateau, and on the east by the central upland, or Worcester .County plateau, a lower upland marked by rolling topography. Most of the broad, relatively flat valley floor is underlain by Triassic sedimentary rocks. Rising above it, however, are the prominent Holyoke-Mount Tom and Deerfield Ranges, which consist in large part of dark-colored igneous rocks, also of Triassic age. There is evidence of several cycles of erosion in central western Massachusetts, the last two of which are of Tertiary age and appear to have reached nature and very youthful stages of topographic development, respectively. Immediately prior to the glacial epoch, therefore, the Connecticut River flowed in a fairly narrow, deep gorge, which it had incised in the rather flat 5ottom of the valley that it had formed at an earlier stage. A Pleistocene crustal subsidence probably of several hundred feet, for which there has been only partial compensation in postglacial time, was responsible for the present position of much of this gorge below sea level. That an estuary does not now occupy the gorge is due to a filling by glacial debris, notably by sediments deposited in late glacial lakes. Following disappearance of the last ice sheet and draining of the associated, lakes, the Connecticut River resumed existence and began a new chapter in its history. In those areas where the river regained its preglacial course, it now flows on sediments considerably above the rock floor of the old gorge. Where the gorge was narrow and deep, the upper parts of its walls have confined the postglacial river within rather narrow limits, as in the northern part of the state. Where it was sufficiently wide to be filled by glacial sediments over large areas, the postglacial river has meandered broadly, as in the area north of the Holyoke-Mount Tom Range. In two areas in Massachusetts and in one immediately south in Connecticut, however, the river was forced from its preglacial gorge, and its new channel has been superimposed on bedrock, with development of rapids and falls. Each of these postglacial rock channels acts as a spillway whose level controls the local base level of the river as far upstream as the next spillway. These spillways are not to be confused with other, more spectacular gorges, which are of preglacial origin and in which the present river does not flow on bedrock. The Recent Connecticut has formed extensive flood plains and terraces through repeated sequences of erosion by lateral corrosion and downward scour, followed by deposition of .silt and sand veneers. These features, although irregular in detail, appear to be assignable to five general levels, whose means are approximately 49, 37, 30, 18, and 10 feet above present mean river level. In addition, an 80-foot terrace in the northern part of the valley was left perched, in its present position when the Connecticut abandoned its course over. a rock barrier near Turners Falls in favor of an adjacent much lower gap. The normal terraces and flood plains, slope very gently away from their riverw

Lake Billy Shaw Operations and Maintenance, Final Annual Report 2000.

DOE Office of Scientific and Technical Information (OSTI.GOV)

Dodson, Guy; Pero, Vincent

Lake Billy Shaw is a newly constructed earthen dam reservoir with a surface area of 430 acres. Construction on the dam and structures was complete in November of 1998. The fish screen structures were complete in December of 1998, with initial filling in May 1999. Upon initial filling, dam structures, monitoring wells, fish screen structures, and lake level were monitored daily, with recordings being taken three times/week. During June 1999 the water to the lake was turned off in order to complete additional construction work on the lake. This work included installation of culverts around the perimeter road, installation ofmore » boat launches, finish work on the spillway structure, pumphouse and well protection and planting 4 trees along the entrance to the boat launch area. The water was turned on again in late September 1999 with all structures having been checked, fish screens greased and maintained and well levels being monitored. In 2000 the Operations and Maintenance portion of the project began with monitoring of piezometers, water levels, biological monitoring, riparian plantings, protection of shorelines, and maintenance of structures and appurtances.« less

Deterioration of Pracana Dam due to ASR. Main features and repair works

DOE Office of Scientific and Technical Information (OSTI.GOV)

Matos, D.S.; Camelo, S.; Silva, H.S.

1995-12-31

Some of the Portuguese concrete dams show evidences of ASR. In majority the phenomena is still benign. However, in a few cases some significant deterioration of ASR type have malfunctions arose. In such cases deteriorations of ASR type have been detected while in the others the ASSR type prevail, depending on the type of aggregate. The paper reports the most important case of ASR in Portuguese concrete dams. Pracana dam is a buttress structures built in 1948-51, being the aggregates predominantly of quartzitic and metapellitic nature. Subsequently to the intense fracturing due to a quick concrete cooling during the firstmore » filling of the reservoir, high levels of expansion rates had been detected by means of monitoring system. After 8 years emptied reservoir, rehabilitation works took place in 1991-92 aiming at the concrete mass regeneration and the installation of an upstream face membrane, the improvement of spillway capacity and of the foundation performances. The behaviour of the dam as well as the performed tests (petrographic, mechanic, ultrasonic and expansibility ones) and repair works are described in the paper.« less

Carbon emission from global hydroelectric reservoirs revisited.

PubMed

Li, Siyue; Zhang, Quanfa

2014-12-01

Substantial greenhouse gas (GHG) emissions from hydropower reservoirs have been of great concerns recently, yet the significant carbon emitters of drawdown area and reservoir downstream (including spillways and turbines as well as river reaches below dams) have not been included in global carbon budget. Here, we revisit GHG emission from hydropower reservoirs by considering reservoir surface area, drawdown zone and reservoir downstream. Our estimates demonstrate around 301.3 Tg carbon dioxide (CO2)/year and 18.7 Tg methane (CH4)/year from global hydroelectric reservoirs, which are much higher than recent observations. The sum of drawdown and downstream emission, which is generally overlooked, represents 42 % CO2 and 67 % CH4 of the total emissions from hydropower reservoirs. Accordingly, the global average emissions from hydropower are estimated to be 92 g CO2/kWh and 5.7 g CH4/kWh. Nonetheless, global hydroelectricity could currently reduce approximate 2,351 Tg CO2eq/year with respect to fuel fossil plant alternative. The new findings show a substantial revision of carbon emission from the global hydropower reservoirs.

Downstream movement of mature eels in a hydroelectric reservoir in New Zealand

USGS Publications Warehouse

Watene, E.M.; Boubee, J.A.T.; Haro, A.

2003-01-01

This study investigates the behavior of migrant eels as they approached the Patea hydroelectric dam on the West Coast of the North Island, New Zealand. Seventeen mature migrant eels (870-1,240 mm; 2,000-6,380 g) were implanted with coded acoustic transmitters and released. Their movements in the reservoir were monitored for 14 months with stationary data logging and manual tracking receivers. The downstream migration of sexually maturing eels was found to occur mainly at night, usually during, or immediately after, rainfall events. Eels tended to travel at the surface, within the upper 4 m of the water column, at speeds ranging from 16 to 89 cm/s. Upon reaching the headrace, eels typically spent time searching, presumably for an unobstructed downstream route. In order to aid downstream passage of eels at the Patea Dam, power station operators began spillway opening trials during peak migration periods. Although this allowed some migrant eels to safely pass over the dam, information on the relative effectiveness and cost of this method over other possible mitigation methods is still required. ?? Copyright by the American Fisheries Society 2003.

High fluid shear strain causes injury in silver shark: Preliminary implications for Mekong hydropower turbine design

DOE Office of Scientific and Technical Information (OSTI.GOV)

Baumgartner, L. J.; Thorncraft, G.; Phonekhampheng, O.

Fluid shear arises when two bodies of water, travelling at different velocities, intersect. Fish entrained at the interface of these two water masses will experience shear stress; which can be harmful. The stress magnitude is dependent on waterbody mass and velocity; with the fish impact largely related to body size. Elevated shear stress occurs where rapidly flowing water passes near spillways, across screens, within turbine draft tubes or other passage routes. A flume was used to determine critical tolerances of silver shark (Balantiocheilos melanopterus) to different shear stress rates generated by a high velocity jet. Fish experienced higher levels ofmore » injury and mortality as shear stress was increased. Excessive shear forces had damaging impacts on fish. Mortality occurred at shear levels higher that 600/s. It is important that developers should attempt to model potential shear profiles expected during turbine passage in selected designs. These data will be critical to determine potential impacts on fish. If the likelihood of adverse impact is high, then alternative designs which have lower shear stress could be explored.« less

DOE Office of Scientific and Technical Information (OSTI.GOV)

Faber, Derrek M.; Ploskey, Gene R.; Weiland, Mark A.

Pacific Northwest National Laboratory (PNNL) conducted an acoustic-telemetry study at Bonneville Dam in 2009 to evaluate the effects of a behavioral guidance structure (BGS) in the Bonneville Dam second powerhouse forebay on fish passage and survival through the second powerhouse (B2), the dam as a whole, and through the first powerhouse and spillway combined. The BGS was deployed to increase the survival of fish passing through B2 by increasing the percentage of outmigrating smolts entering the B2 Corner Collector (B2CC)—a surface flow outlet known to be a relatively benign route for downstream passage at this dam. The study relied onmore » releases of live Juvenile Salmon Acoustic Telemetry System tagged smolts in the Columbia River and used acoustic telemetry to evaluate the approach, passage, and survival of passing juvenile salmon. Study results indicated that having turbine 11 in service is important for providing flow conditions that are comparable to those observed in pre-BGS years (2004 and 2005) and in 2008. This study supports the U.S. Army Corps of Engineers continual effort to improve conditions for juvenile anadromous fish passing through Columbia River dams.« less

Sedimentation survey of Lago Loíza, Trujillo Alto, Puerto Rico, July 2009

USGS Publications Warehouse

Soler-López, Luis R.; Licha-Soler, N.A.

2014-01-01

Lago Loíza is a reservoir formed at the confluence of Río Gurabo and Río Grande de Loíza in the municipality of Trujillo Alto in central Puerto Rico, about 10 kilometers (km) north of the town of Caguas, about 9 km northwest of Gurabo, and about 3 km south of Trujillo Alto (fig. 1). The Carraizo Dam is owned and operated by the Puerto Rico Aqueduct and Sewer Authority (PRASA), and was constructed in 1953 as a water-supply reservoir for the San Juan Metropolitan area. The dam is a concrete gravity structure that is located in a shallow valley and has a gently sloping left abutment and steep right abutment. Non-overflow sections flank the spillway section. Waterways include an intake structure for the pumping station and power plant, sluiceways, a trash sluice, and a spillway. The reservoir was built to provide a storage capacity of 26.8 million cubic meters (Mm3) of water at the maximum pool elevation of 41.14 meters (m) above mean sea level (msl) for the Sergio Cuevas Filtration Plant that serves the San Juan metropolitan area. The reservoir has a drainage area of 538 square kilometers (km2) and receives an annual mean rainfall that ranges from 1,600 to 5,000 millimeters per year (mm/yr). The principal streams that drain into Lago Loíza are the Río Grande de Loíza, Río Gurabo, and Río Cañas. Two other rivers, the Río Bairoa and Río Cagüitas, discharge into the Río Grande de Loíza just before it enters the reservoir. The combined mean annual runoff of the Río Grande de Loíza and the Río Gurabo for the 1960–2009 period of record is 323 Mm3. Flow from these streams constitutes about 89 percent of the total mean annual inflow of 364 Mm3 to the reservoir (U.S. Geological Survey, 2009). Detailed information about Lago Loíza reservoir structures, historical sediment accumulation, and a dredge conducted in 1999 are available in Soler-López and Gómez-Gómez (2005). During July 8–15, 2009, the U.S. Geological Survey (USGS) Caribbean Water Science Center (CWSC), in cooperation with PRASA, conducted a bathymetric survey of Lago Loíza to update the reservoir storage capacity and estimate the reservoir sedimentation rate by comparing the 2009 data with the previous 2004 bathymetric survey data. The purpose of this report is to document the methods used to update and present the results of the reservoir storage capacity, sedimentation rates, and areas of substantial sediment accumulation since 2004.

Evaporation from an Irrigated Terraced Rice Field Evaluated by Using Stable Isotopes: A Case Study in Batad, Philippines

NASA Astrophysics Data System (ADS)

Benavides, P.; Shimada, J.; Kagabu, M.; Loreto, F.; Leong, J.

2013-12-01

Bench terracing is an agricultural technique done by creating a step-like feature, serving as paddies, along the contours of the mountain to make the land more arable. Inundation of the paddies is done in different ways and one way is through a gravity-driven flow mechanism which is observed in Batad. This mechanism involved the flow of water to the next lower terrace in a cascading manner by diverting the water to small canals called spillways. The study aims to detect evaporation of the irrigation water flowing across a continuous terrace using water stable isotopes as tracers. Sampling was done during the planting season to ensure that irrigation water is flowing across the terraces. Samples were taken along the spillways of each terrace. Thirty irrigation water samples from four terraces facing different directions: NE, E, SE and S, and one precipitation sample were analyzed for major ions concentrations and H and O isotope ratios. Stiff and Piper diagrams show that the water samples are of surface and Mg-HCO3 type, implying that the water has juvenile features and has experienced little or no chemical differentiation. Water chemistry does not show any significant trend as the water moves across a terrace. Isotopic compositions range from -51.8‰ to -14.6‰ and from -8.24‰ to -2.39‰ for δ2H and δ18O, respectively. The lowest isotopic compositions are observed mostly in the source waters of the terraces while the highest are at the lowest paddy of the NE-facing terrace. The data plotted in a δ2H-δ18O diagram for each terrace shows linear plots with slopes deviating from the Philippine Meteoric Water Line (PMWL). Highest deviation is observed for the NE-facing terrace with a slope of 6.22, while the lowest is 6.91 from the SE-facing terrace, all of which are significantly lower than the PMWL's slope of 8 (Gerardo-Abaya, 2005). In addition, enrichment in isotopic composition is observed as the water moves away from the source. These findings confirm that evaporation takes place as the water moves across the terrace. Using the Rayleigh distillation equation, the degree of evaporation loss ranges from 23.13% and 24.34% from the SE-facing terrace to 32.50% and 35.80% from the NE-facing terrace for the δ2H and δ18O, respectively. Variations in the results for each terraces can be attributed to the different ambient meteorological conditions during sampling. More sampling is needed to further investigate whether different terrace orientations with similar meteorological conditions can also have an effect with the evaporation.

The use of three-parameter rating table lookup programs, RDRAT and PARM3, in hydraulic flow models

USGS Publications Warehouse

Sanders, C.L.

1995-01-01

Subroutines RDRAT and PARM3 enable computer programs such as the BRANCH open-channel unsteady-flow model to route flows through or over combinations of critical-flow sections, culverts, bridges, road- overflow sections, fixed spillways, and(or) dams. The subroutines also obstruct upstream flow to simulate operation of flapper-type tide gates. A multiplier can be applied by date and time to simulate varying numbers of tide gates being open or alternative construction scenarios for multiple culverts. The subroutines use three-parameter (headwater, tailwater, and discharge) rating table lookup methods. These tables may be manually prepared using other programs that do step-backwater computations or compute flow through bridges and culverts or over dams. The subroutine, therefore, precludes the necessity of incorporating considerable hydraulic computational code into the client program, and provides complete flexibility for users of the model for routing flow through almost any affixed structure or combination of structures. The subroutines are written in Fortran 77 language, and have minimal exchange of information with the BRANCH model or other possible client programs. The report documents the interpolation methodology, data input requirements, and software.

Anatomy of terminal moraine segments and implied lake stability on Ngozumpa Glacier, Nepal, from electrical resistivity tomography (ERT).

PubMed

Thompson, Sarah S; Kulessa, Bernd; Benn, Douglas I; Mertes, Jordan R

2017-04-20

Moraine-dammed lakes at debris-covered glaciers are becoming increasingly common and pose significant outburst flood hazards if the dam is breached. While moraine subsurface structure and internal processes are likely to influence dam stability, only few sites have so far been investigated. We conducted electrical resistivity tomography (ERT) surveys at two sites on the terminal moraine complex of the Ngozumpa Glacier, Nepal, to aid assessment of future terminus stability. The resistivity signature of glacier ice at the site (100-15 kΩ m) is more consistent with values measured from cold glacier ice and while this may be feasible, uncertainties in the data inversion introduce ambiguity to this thermal interpretation. However, the ERT data does provide a significant improvement to our knowledge of the subsurface characteristics at these sites, clearly showing the presence (or absence) of glacier ice. Our interpretation is that of a highly complex latero-terminal moraine, resulting from interaction between previous glacier advance, recession and outburst flooding. If the base-level Spillway Lake continues to expand to a fully formed moraine-dammed glacial lake, the degradation of the ice core could have implications for glacial lake outburst risk.

Feasibility of Tracking Fish with Acoustic Transmitters in the Ice Harbor Dam Tailrace

PubMed Central

Ingraham, John M.; Deng, Z. Daniel; Martinez, Jayson J.; Trumbo, Bradly A.; Mueller, Robert P.; Weiland, Mark A.

2014-01-01

The Juvenile Salmon Acoustic Telemetry System (JSATS) has been used at many dams but has never been deployed in the near-dam tailrace environment. The use of JSATS in the tailrace is of interest to fishery managers to evaluate downstream passage behavior of juvenile salmonids and dam approach behavior of upstream migrating adult salmon and lamprey. The acoustic noise level and detection range of JSATS were studied to determine the feasibility of deploying JSATS in the Ice Harbor Dam tailrace. The noise level measured from the powerhouse deck was less than 104 dB re 1 μPa except for the turbine outlet near the spillway, and 350 m downstream of the dam, the noise level was less than 106 dB. The measured noise levels would allow a theoretical detection range of 100 m to 350 m and 85 m to 320 m, respectively. Validation experiments showed that the detection range is 113 to 184 m using hydrophones deployed from the powerhouse deck and 148 m using hydrophones deployed 500 m downstream of the dam. PMID:24522516

Late Quaternary megafloods from Glacial Lake Atna, Southcentral Alaska, U.S.A.

NASA Astrophysics Data System (ADS)

Wiedmer, Michael; Montgomery, David R.; Gillespie, Alan R.; Greenberg, Harvey

2010-05-01

Geomorphic, stratigraphic, geotechnical, and biogeographic evidence indicate that failure of a Pleistocene ice dam between 15.5 and 26 ka generated a megaflood from Glacial Lake Atna down the Matanuska Valley. While it has long been recognized that Lake Atna occupied ≥ 9000 km 2 of south-central Alaska's Copper River Basin, little attention has focused on the lake's discharge locations and behaviors. Digital elevation model and geomorphic analyses suggest that progressive lowering of the lake level by decanting over spillways exposed during glacial retreat led to sequential discharges down the Matanuska, Susitna, Tok, and Copper river valleys. Lake Atna's size, ˜ 50 ka duration, and sequential connection to four major drainages likely made it a regionally important late Pleistocene freshwater refugium. We estimate a catastrophic Matanuska megaflood would have released 500-1400 km 3 at a maximum rate of ≥ 3 × 10 6 m 3 s - 1 . Volumes for the other outlets ranged from 200 to 2600 km 3 and estimated maximum discharges ranged from 0.8 to 11.3 × 10 6 m 3 s - 1 , making Lake Atna a serial generator of some of the largest known freshwater megafloods.

Anatomy of terminal moraine segments and implied lake stability on Ngozumpa Glacier, Nepal, from electrical resistivity tomography (ERT)

NASA Astrophysics Data System (ADS)

Thompson, Sarah S.; Kulessa, Bernd; Benn, Douglas I.; Mertes, Jordan R.

2017-04-01

Moraine-dammed lakes at debris-covered glaciers are becoming increasingly common and pose significant outburst flood hazards if the dam is breached. While moraine subsurface structure and internal processes are likely to influence dam stability, only few sites have so far been investigated. We conducted electrical resistivity tomography (ERT) surveys at two sites on the terminal moraine complex of the Ngozumpa Glacier, Nepal, to aid assessment of future terminus stability. The resistivity signature of glacier ice at the site (100-15 kΩ m) is more consistent with values measured from cold glacier ice and while this may be feasible, uncertainties in the data inversion introduce ambiguity to this thermal interpretation. However, the ERT data does provide a significant improvement to our knowledge of the subsurface characteristics at these sites, clearly showing the presence (or absence) of glacier ice. Our interpretation is that of a highly complex latero-terminal moraine, resulting from interaction between previous glacier advance, recession and outburst flooding. If the base-level Spillway Lake continues to expand to a fully formed moraine-dammed glacial lake, the degradation of the ice core could have implications for glacial lake outburst risk.

Bathymetric Contour Maps of Lakes Surveyed in Iowa in 2005

USGS Publications Warehouse

Linhart, S.M.; Lund, K.D.

2008-01-01

The U.S. Geological Survey, in cooperation with the Iowa Department of Natural Resources, conducted bathymetric surveys on seven lakes in Iowa during 2005 (Arrowhead Pond, Central Park Lake, Lake Keomah, Manteno Park Pond, Lake Miami, Springbrook Lake, and Yellow Smoke Lake). The surveys were conducted to provide the Iowa Department of Natural Resources with information for the development of total maximum daily load limits, particularly for estimating sediment load and deposition rates. The bathymetric surveys provide a baseline for future work on sediment loads and deposition rates for these lakes. All of the lakes surveyed in 2005 are man-made lakes with fixed spillways. Bathymetric data were collected using boat-mounted, differential global positioning system, echo depth-sounding equipment, and computer software. Data were processed with commercial hydrographic software and exported into a geographic information system for mapping and calculating area and volume. Lake volume estimates ranged from 47,784,000 cubic feet (1,100 acre-feet) at Lake Miami to 2,595,000 cubic feet (60 acre-feet) at Manteno Park Pond. Surface area estimates ranged from 5,454,000 square feet (125 acres) at Lake Miami to 558,000 square feet (13 acres) at Springbrook Lake.

Prevention of Prespawning Mortality: Cause of Salmon Headburns and Cranial Lesions

DOE Office of Scientific and Technical Information (OSTI.GOV)

Neitzel, Duane A.; Elston, R A.; Abernethy, Cary S.

2004-06-01

This project was to undertaken to provide information about a condition known as ''headburn''. Information from the project will enable U.S. Corps of Engineers managers to make adjustments in operational procedures or facilities on the Columbia and Snake rivers to prevent loss of pre-spawning adult salmonids that migrate through the facilities. Headburn is a descriptive clinical term used by fishery biologists to describe scalping or exfoliation of skin and ulceration of underlying connective tissue and muscle, primarily of the jaw and cranial region of salmonids observed at fish passage facilities. Headburn lesions are primarily caused when fish collide with concretemore » or other structures at dams and fish passage facilities, and may be exacerbated in some fish that ''fallback'' or pass over spillways or through turbine assemblies after having passed the dam through a fish ladder. Prespawning mortality of headburned salmonids can be prevented or greatly reduced by therapeutic treatment of both hatchery and wild fish. Treatments would consist of topical application of an anti-fungal agent, injection of replacement plasma electrolytes into the peritoneal cavity, and injection of a broad-spectrum antibacterial agent at fish passage and trapping facilities or hatcheries.« less

Anatomy of terminal moraine segments and implied lake stability on Ngozumpa Glacier, Nepal, from electrical resistivity tomography (ERT)

PubMed Central

Thompson, Sarah S.; Kulessa, Bernd; Benn, Douglas I.; Mertes, Jordan R.

2017-01-01

Moraine-dammed lakes at debris-covered glaciers are becoming increasingly common and pose significant outburst flood hazards if the dam is breached. While moraine subsurface structure and internal processes are likely to influence dam stability, only few sites have so far been investigated. We conducted electrical resistivity tomography (ERT) surveys at two sites on the terminal moraine complex of the Ngozumpa Glacier, Nepal, to aid assessment of future terminus stability. The resistivity signature of glacier ice at the site (100–15 kΩ m) is more consistent with values measured from cold glacier ice and while this may be feasible, uncertainties in the data inversion introduce ambiguity to this thermal interpretation. However, the ERT data does provide a significant improvement to our knowledge of the subsurface characteristics at these sites, clearly showing the presence (or absence) of glacier ice. Our interpretation is that of a highly complex latero-terminal moraine, resulting from interaction between previous glacier advance, recession and outburst flooding. If the base-level Spillway Lake continues to expand to a fully formed moraine-dammed glacial lake, the degradation of the ice core could have implications for glacial lake outburst risk. PMID:28425458

Organic wastewater compounds in water and sediment in and near restored wetlands, Great Marsh, Indiana Dunes National Lakeshore, 2009–11

USGS Publications Warehouse

Egler, Amanda L.; Risch, Martin R.; Alvarez, David A.; Bradley, Paul M.

2013-01-01

A cooperative investigation between the U.S. Geological Survey and the National Park Service was completed from 2009 through 2011 to understand the occurrence, distribution, and environmental processes affecting concentrations of organic wastewater compounds in water and sediment in and near Great Marsh at the Indiana Dunes National Lakeshore in Beverly Shores, Indiana. Sampling sites were selected to represent hydrologic inputs to the restored wetlands from adjacent upstream residential and less developed areas and to represent discharge points of cascading cells within the restored wetland. A multiphase approach was used for the investigation. Discrete water samples and time-integrated passive samples were analyzed for 69 organic wastewater compounds. Continuous water-level information and periodic streamflow measurements characterized flow conditions at discharge points from restored wetland cells. Wetland sediments were collected and analyzed for sorptive losses of organic wastewater compounds and to evaluate of the potential for wetland sediments to biotransform organic wastewater compounds. A total of 52 organic wastewater compounds were detected in discrete water samples at 1 or more sites. Detections of organic wastewater compounds were widespread, but concentrations were generally low and 95 percent were less than 2.1 micrograms per liter. Six compounds were detected at concentrations greater than 2.1 micrograms per liter—four fecal sterols (beta-sitosterol, cholesterol, beta-stigmastanol, and 2-beta coprostanol), one plasticizer (bis-2-ethylhex ylphthalate), and a non-ionic detergent (4-nonylphenol diethoxylate). Two 1-month deployments of time-integrative passive samplers, called polar organic chemical integrative samplers, detected organic wastewater compounds at lower concentrations than were possible with discrete water samples. Isopropyl benzene (solvent), caffeine (plant alkaloid, stimulant), and hexahydrohexamethyl cyclopentabenzopyran (fragrance) were detected in more than half of the extracts from passive samplers, but they were not detected in any discrete water sample. The Yeast Estrogen Screen assay identified measurable estrogenicity in one passive sampler extract from the most downstream wetland site in both the April and November–December 2011 deployments and in passive sampler extracts from one residential and one upstream site in the November–December 2011 deployment only. Surface-water levels in the restored wetland cells were monitored continuously using submersible pressure transducers in hand-driven well points screened in the surface water. Surface-water levels in the wetland cells responded quickly to precipitation and substantially receded within 2 days following the largest rainfall events. Seasonal patterns in water levels generally showed higher and more variable surface-water levels in the wetland cells during spring and early summer. Water levels in the wetland cells fell below the elevation of the control structures and ceased to flow over the spillways during extended dry periods (primarily late summer and early fall). Daily loads of seven organic wastewater compounds, as indicators of septic system effluent, were estimated for samples collected at wetland outlet spillways when flow measurements could be made. Median daily loads of the indicator organic wastewater compounds increased in downstream order, and the largest median loads were measured at the most downstream site. Median daily loads were higher for samples collected in spring and summer than those collected in fall, as the higher seasonal water levels increased streamflow at the wetland outlet spillways. Wetland sediment samples were analyzed for 84 organic wastewater compounds, polycyclic aromatic hydrocarbons, and semivolatile organic compounds to investigate the fate of contaminants in Great Marsh. The top five detected compounds by total mass in wetland sediment samples were beta-sitosterol, beta-stigmastanol, cholesterol, bis(2-ethylhexyl) phthalate, and phenol. Polycyclic aromatic hydrocarbons also were frequently detected in wetland sediment samples. Source apportionment of polycyclic aromatic hydrocarbon detections indicated atmospheric sources of pyrogenic compounds, rather than residential sources. Comparisons of polycyclic aromatic hydrocarbon concentrations in wetland sediment samples to sediment quality target guidelines indicated the potential for harmful effects on sediment-dwelling organisms at several sites. Biodegradation of select endocrine-disrupting compounds (17α-ethinylestradiol, 4-nonylphenol, triclocarban, and bisphenol A) in shallow wetland sediments was evaluated in laboratory experiments by using carbon-14 radiolabeled model contaminants. Substantial biodegradation of certain organic wastewater compounds were demonstrated, primarily in oxic (oxygen containing) environments. One of four modeled compounds, bisphenol A, was biodegraded in anoxic (oxygen free) environments. Only sediments collected nearest residential areas exhibited degradation of the synthetic birth control pharmaceutical, 17α-ethinylestradiol, possibly owing to adaptation and acclimation of the indigenous microbial community to septic discharge and the resultant selection of a microbial capability for biodegradation of 17α-ethinylestradiol.

Simulating potential structural and operational changes for Detroit Dam on the North Santiam River, Oregon, for downstream temperature management

USGS Publications Warehouse

Buccola, Norman L.; Rounds, Stewart A.; Sullivan, Annett B.; Risley, John C.

2012-01-01

Detroit Dam was constructed in 1953 on the North Santiam River in western Oregon and resulted in the formation of Detroit Lake. With a full-pool storage volume of 455,100 acre-feet and a dam height of 463 feet, Detroit Lake is one of the largest and most important reservoirs in the Willamette River basin in terms of power generation, recreation, and water storage and releases. The U.S. Army Corps of Engineers operates Detroit Dam as part of a system of 13 reservoirs in the Willamette Project to meet multiple goals, which include flood-damage protection, power generation, downstream navigation, recreation, and irrigation. A distinct cycle in water temperature occurs in Detroit Lake as spring and summer heating through solar radiation creates a warm layer of water near the surface and isolates cold water below. Controlling the temperature of releases from Detroit Dam, therefore, is highly dependent on the location, characteristics, and usage of the dam's outlet structures. Prior to operational changes in 2007, Detroit Dam had a well-documented effect on downstream water temperature that was problematic for endangered salmonid fish species, releasing water that was too cold in midsummer and too warm in autumn. This unnatural seasonal temperature pattern caused problems in the timing of fish migration, spawning, and emergence. In this study, an existing calibrated 2-dimensional hydrodynamic water-quality model [CE-QUAL-W2] of Detroit Lake was used to determine how changes in dam operation or changes to the structural release points of Detroit Dam might affect downstream water temperatures under a range of historical hydrologic and meteorological conditions. The results from a subset of the Detroit Lake model scenarios then were used as forcing conditions for downstream CE-QUAL-W2 models of Big Cliff Reservoir (the small reregulating reservoir just downstream of Detroit Dam) and the North Santiam and Santiam Rivers. Many combinations of environmental, operational, and structural options were explored with the model scenarios. Multiple downstream temperature targets were used along with three sets of environmental forcing conditions representing cool/wet, normal, and hot/dry conditions. Five structural options at Detroit Dam were modeled, including the use of existing outlets, one hypothetical variable-elevation outlet such as a sliding gate, a hypothetical combination of a floating outlet and a fixed-elevation outlet, and a hypothetical combination of a floating outlet and a sliding gate. Finally, 14 sets of operational guidelines for Detroit Dam were explored to gain an understanding of the effects of imposing different downstream minimum streamflows, imposing minimum outflow rules to specific outlets, and managing the level of the lake with different timelines through the year. Selected subsets of these combinations of operational and structural scenarios were run through the downstream models of Big Cliff Reservoir and the North Santiam and Santiam Rivers to explore how hypothetical changes at Detroit Dam might provide improved temperatures for endangered salmonids downstream of the Detroit-Big Cliff Dam complex. Conclusions that can be drawn from these model scenarios include: *The water-temperature targets set by the U.S. Army Corps of Engineers for releases from Detroit Dam can be met through a combination of new dam outlets or a delayed drawdown of the lake in autumn. *Spring and summer dam operations greatly affect the available release temperatures and operational flexibility later in the autumn. Releasing warm water during midsummer tends to keep more cool water available for release in autumn. *The ability to meet downstream temperature targets during spring depends on the characteristics of the available outlets. Under existing conditions, although warm water sometimes is present at the lake surface in spring and early summer, such water may not be available for release if the lake level is either well below or well above the spillway crest. *Managing lake releases to meet downstream temperature targets depends on having outlet structures that can access both (warm) lake surface water and (cold) deeper lake water throughout the year. The existing outlets at Detroit Dam do not allow near-surface waters to be released during times when the lake surface level is below the spillway (spring and autumn). *Using the existing outlets at Detroit Dam, lake level management is important to the water temperature of releases because it controls the availability and depth of water at the spillway. When lake level is lowered below the spillway crest in late summer, the loss of access to warm water at the lake surface can result in abrupt changes to release temperatures. *Because the power-generation intakes (penstocks) are 166 feet below the full-pool lake level, imposing minimum power production requirements at Detroit Dam limits the amount of warm surface water that can be expelled from the lake in midsummer, thereby postponing and amplifying warm outflows from Detroit Lake into the autumn spawning season. *Likewise, imposing minimum power production requirements at Detroit Dam in autumn can limit the amount of cool hypolimnetic water that is released from the lake, thereby limiting cool outflows from Detroit Lake during the autumn spawning season. *Model simulations indicate that a delayed drawdown of Detroit Lake in autumn would result in better control over release temperatures in the immediate downstream vicinity of Big Cliff Dam, but the reduced outflows necessary to retain more water in the lake in late summer are more susceptible to rapid heating downstream. *Compared to the existing outlets at Detroit Dam, floating or sliding-gate outlet structures can provide greater control over release temperatures because they provide better access to warm water at the lake surface and cooler water at depth. These conclusions can be grouped into several common themes. First, optimal and flexible management and achievement of downstream temperature goals requires that releases of warm water near the surface of the lake and cold water below the thermocline are both possible with the available dam outlets during spring, summer, and autumn. This constraint can be met to some extent with existing outlets, but only if access to the spillway is extended into autumn by keeping the lake level higher than called for by the current rule curve (the typical target water-surface elevation throughout the year). If new outlets are considered, a variable-elevation outlet such as a sliding gate structure, or a floating outlet in combination with a fixed-elevation outlet at sufficient depth to access cold water, is likely to work well in terms of accessing a range of water temperatures and achieving downstream temperature targets. Furthermore, model results indicate that it is important to release warm water from near the lake surface during midsummer. If not released downstream, the warm water will build up at the top of the lake as a result of solar energy inputs and the thermocline will deepen, potentially causing warm water to reach the depth of deeper fixed-elevation outlets in autumn, particularly when the lake level is drawn down to make room for flood storage. Delaying the drawdown in autumn can help to keep the thermocline above such outlets and preserve access to cold water. Although it is important to generate hydropower at Detroit Dam, minimum power-production requirements limit the ability of dam operators to meet downstream temperature targets with existing outlet structures. The location of the power penstocks below the thermocline in spring and most of summer causes the release of more cool water during summer than is optimal. Reducing the power-production constraint allows the temperature target to be met more frequently, but at the cost of less power generation. Finally, running the Detroit Dam, Big Cliff Dam, and North Santiam and Santiam River models in series allows dam operators to evaluate how different operational strategies or combinations of new dam outlets might affect downstream temperatures for many miles of critical endangered salmonid habitat. Temperatures can change quickly in these downstream reaches as the river exchanges heat with its surroundings, and heating or cooling of 6 degrees Celsius is not unusual in the 40–50 miles downstream of Big Cliff Dam. The results published in this report supersede preliminary results published in U.S. Geological Survey Open-File Report 2011-1268 (Buccola and Rounds, 2011). Those preliminary results are still valid, but the results in this report are more current and comprehensive.

Lateral and vertical channel movement and potential for bed-material movement on the Madison River downstream from Earthquake Lake, Montana

USGS Publications Warehouse

Chase, Katherine J.; McCarthy, Peter M.

2012-01-01

The 1959 Hebgen Lake earthquake caused a massive landslide (Madison Slide) that dammed the Madison River and formed Earthquake Lake. The U.S. Army Corps of Engineers excavated a spillway through the Madison Slide to permit outflow from Earthquake Lake. In June 1970, high streamflows on the Madison River severely eroded the spillway channel and damaged the roadway embankment along U.S. Highway 287 downstream from the Madison Slide. Investigations undertaken following the 1970 flood events concluded that substantial erosion through and downstream from the spillway could be expected for streamflows greater than 3,500 cubic feet per second (ft3/s). Accordingly, the owners of Hebgen Dam, upstream from Earthquake Lake, have tried to manage releases from Hebgen Lake to prevent streamflows from exceeding 3,500 ft3/s measured at the U.S. Geological Survey (USGS) gaging station 0638800 Madison River at Kirby Ranch, near Cameron, Montana. Management of flow releases from Hebgen Lake to avoid exceeding the threshold streamflow at USGS gaging station 06038800 is difficult, and has been questioned for two reasons. First, no road damage was reported downstream from the Earthquake Lake outlet in 1993, 1996, and 1997 when streamflows exceeded the 3,500-ft3/s threshold. Second, the 3,500-ft3/s threshold generally precludes releases of higher flows that could be beneficial to the blue-ribbon trout fishery downstream in the Madison River. In response to concerns about minimizing streamflow downstream from Earthquake Lake and the possible armoring of the spillway, the USGS, in cooperation with the Madison River Fisheries Technical Advisory Committee (MADTAC; Bureau of Land Management; Montana Department of Environmental Quality; Montana Fish, Wildlife and Parks; PPL-Montana; U.S. Department of Agriculture Forest Service - Gallatin National Forest; and U.S. Fish and Wildlife Service), conducted a study to determine movement of the Madison River channel downstream from Earthquake Lake and to investigate the potential for bed material movement along the same reach. The purpose of this report is to present information about the lateral and vertical movement of the Madison River from 1970 to 2006 for a 1-mile reach downstream from Earthquake Lake and for Raynolds Pass Bridge, and to provide an analysis of the potential for bed-material movement so that MADTAC can evaluate the applicability of the previously determined threshold streamflow for initiation of damaging erosion. As part of this study channel cross sections originally surveyed by the USGS in 1971 were resurveyed in 2006. Incremental channel-movement distances were determined by comparing the stream centerlines from 14 aerial photographs taken between 1970 and 2006. Depths of channel incision and aggregation were determined by comparing the 2006 and 1971 cross-section and water-surface data. Particle sizes of bed and bank materials were measured in 2006 and 2008 using the pebble-count method and sieve analyses. A one-dimensional hydraulic-flow model (HEC-RAS) was used to calculate mean boundary-shear stresses for various streamflows; these calculated boundary-shear stresses were compared to calculated critical-shear stresses for the bed materials to determine the potential for bed-material movement. A comparison of lateral channel movement distances with annual peak streamflows shows that streamflows higher than the 3,500-ft3/s threshold were followed by lateral channel movement except from 1991 to 1992 and possibly from 1996 to 1997. However, it was not possible to discern whether the channel moved gradually or suddenly, or in response to one peak flow, to several peak flows, or to sustained flows. The channel moved between 2002 and 2005 even when streamflows were less than the threshold streamflow of 3,500 ft3/s. Comparisons of cross sections and aerial photographs show that the channel has moved laterally and incised and aggraded to varying degrees. The channel has developed meander bends and has incised as much as 5–12 feet (ft) through the upstream part of the Madison Slide (cross sections 1400–800). Near cross section 800, the stream has eroded into the steep right bank between the stream and the road where fill was mechanically placed after 1970. Channel movement also was noted downstream from the Madison Slide. Near Raynolds Pass Bridge, about 3 miles (mi) downstream from Earthquake Lake, elevations across the channel have changed by -1.4 ft to +1.9 ft, but these changes were local in nature and could represent a few rocks or depressions in the bed. Overall, it does not appear that the materials eroded from the Madison Slide are causing aggradation in the subreach near the Raynolds Pass Bridge. Comparisons of critical shear stresses to mean boundary-shear stresses indicate that the D50 particle sizes (median size) along the right side of the bed between cross sections 400 and 500 and along the right side of the bed between cross sections 1300 and 1400 could move at the threshold streamflow. In contrast, most of the D84 particle sizes at those two locations probably will not move at the threshold streamflow. This lack of movement for the larger particles at the threshold streamflow could lead to further armoring of the bed as the D50 and smaller-sized particles are removed from the bed and transported downstream. The Shields parameter values from 0.04 to 0.08 that were used to calculate critical shear stresses could be conservative for a high-gradient stream such as the Madison. A higher, less conservative, Shields parameter would result in higher critical shear stresses, meaning that higher streamflows would be required to move material than those reported herein. In addition, because materials in the channel thalweg are exposed to higher boundary-shear stresses than the materials along the sides of the channel, larger, more erosion-resistant materials likely exist in the deeper parts of the channel where high-flow depths and velocities prevented sediment sampling. Movement of these materials might require higher critical shear stresses than estimated in this report. Characterization of sediment sizes in the center of the stream and observation of bed-material movement for a range of streamflows could provide information to help refine the Shields parameter and critical-shear stress estimates for bed materials in the Madison River downstream from Earthquake Lake. Furthermore, resurveying cross sections and water-surface elevations more frequently (either annually or after high streamflows) could better define the relation between streamflow and lateral and vertical channel movement.

Bathymetric Survey and Storage Capacity of Upper Lake Mary near Flagstaff, Arizona

USGS Publications Warehouse

Hornewer, Nancy J.; Flynn, Marilyn E.

2008-01-01

Upper Lake Mary is a preferred drinking-water source for the City of Flagstaff, Arizona. Therefore, storage capacity and sedimentation issues in Upper Lake Mary are of interest to the City. The U.S. Geological Survey, in cooperation with the City of Flagstaff, collected bathymetric and land-survey data in Upper Lake Mary during late August through October 2006. Water-depth data were collected using a single-beam, high-definition fathometer. Position data were collected using real-time differential global position system receivers. Data were processed using commercial software and imported into geographic information system software to produce contour maps of lakebed elevations and for the computation of area and storage-capacity information. At full pool (spillway elevation of 6,828.5 feet above mean sea level), Upper Lake Mary has a storage capacity of 16,300 acre-feet, a surface area of 939 acres, a mean depth of 17.4 feet, and a depth near the dam of 39 feet. It is 5.6 miles long and varies in width from 308 feet near the central, narrow portion of the lake to 2,630 feet in the upper portion. Comparisons between this survey and a previous survey conducted in the 1950s indicate no apparent decrease in reservoir area or storage capacity between the two surveys.

Evaluation of strobe lights to reduce turbine entrainment of juvenile steelhead (Oncorhynchus mykiss) at Cowlitz Falls Dam, Washington

USGS Publications Warehouse

Kock, Tobias J.; Evans, Scott D.; Liedtke, Theresa L.; Rondorf, Dennis W.; Kohn, Mike

2009-01-01

We conducted a radiotelemetry evaluation to determine if strobe lights could be used to decrease turbine entrainment of juvenile steelhead (Oncorhynchus mykiss) at Cowlitz Falls Dam, Washington. We found that radio-tagged juvenile steelhead approached and entered two spillbays (one lighted, one unlighted) in equal proportions. However, the presence of strobe lights was associated with decreased spillbay residence time of juvenile steelhead and increased passage through induction slots (secondary turbine intakes located upstream of the ogee on the spillway). Mean residence time of tagged fish inside the lighted spillbay was 14 min compared to 62 min inside the unlighted spillbay. Radio-tagged steelhead passed through induction slots at a higher proportion in the lighted spillbay (55%) than in the unlighted spillbay (26%). Recent studies have suggested that strobe lights can induce torpor in juvenile salmonids. We believe that strobe light exposure affected fish in our study at a location where they were susceptible to high flows thereby reducing mean residence time and increasing the proportion of tagged fish entering induction slots in the lighted spillbay. Our results suggest that factors such as deployment location, exposure, and flow are important variables that should be considered when evaluating strobe lights as a potential fish-deterring management tool.

Simulation of rain floods on Willow Creek, Valley County, Montana

USGS Publications Warehouse

Parrett, Charles

1986-01-01

The Hydrologic Engineering Center-1 rainfall-runoff simulation model was used to assess the effects of a system of reservoirs and waterspreaders in the 550-sq mi Willow Creek Basin in northeastern Montana. For simulation purposes, the basin was subdivided into 100 subbasins containing 84 reservoirs and 14 waterspreaders. Precipitation input to the model was a 24-hr duration, 100-yr frequency synthetic rainstorm developed from National Weather Service data. Infiltration and detention losses were computed using the U.S. Soil Conservation Service Curve Number concept, and the dimensionless unit hydrograph developed by the U.S. Soil Conservation Service was used to compute runoff. Channel and reservoir flow routing was based on the modified Puls storage routing procedure. Waterspreaders were simulated by assuming that each dike in a spreader system functions as a reservoir, with only an emergency spillway discharging directly into the next dike. Waterspreader and reservoir volumes were calculated from surface areas measured on maps. The first simulation run was made with no structures in place, and resulted in a 100-yr frequency peak at the mouth of Willow Creek of 22,700 cu ft/sec. With all structures in place, the 100-yr frequency peak was decreased by 74% to 5,870 cu ft/sec. (USGS)

Beneficial effects on water management of simple hydraulic structures in wetland systems: the Vallevecchia case study, Italy.

PubMed

Carrer, G M; Bonato, M; Smania, D; Barausse, A; Comis, C; Palmeri, L

2011-01-01

Conflicting water uses in coastal zones demand integrated approaches to achieve sustainable water resources management, protecting water quality while allowing those human activities which rely upon aquatic ecosystem services to thrive. This case study shows that the creation and simple management of hydraulic structures within constructed wetlands can markedly reduce the non-point pollution from agriculture and, simultaneously, benefit agricultural activities, particularly during hot and dry periods. The Vallevecchia wetland system is based on a reclaimed 900 ha-large drainage basin in Northern Italy, where droughts recently impacted agriculture causing water scarcity and saltwater intrusion. Rainwater and drained water are recirculated inside the system to limit saltwater intrusion, provide irrigation water during dry periods and reduce the agricultural nutrient loads discharged into the bordering, eutrophic Adriatic Sea. Monitoring (2003-2009) of water quality and flows highlights that the construction (ended in 2005) of a gated spillway to control the outflow, and of a 200,000 m3 basin for water storage, dramatically increased the removal of nutrients within the system. Strikingly, this improvement was achieved with a minimal management effort, e.g., each year the storage basin was filled once: a simple management of the hydraulic structures would greatly enhance the system efficiency, and store more water to irrigate and limit saltwater intrusion.

Sluiceway Operations for Adult Steelhead Downstream Passage at The Dalles Dam, Columbia River, USA

DOE Office of Scientific and Technical Information (OSTI.GOV)

Khan, Fenton; Royer, Ida M.; Johnson, Gary E.

2013-10-01

This study evaluated adult steelhead (Oncorhynchus mykiss; fallbacks and kelts) downstream passage at The Dalles Dam in the Columbia River, USA, during the late fall, winter, and early spring months between 2008 and 2011. The purpose of the study was to determine the efficacy of operating the dam’s ice-and-trash sluiceway during non-spill months to provide a relatively safe, non-turbine, surface outlet for overwintering steelhead fallbacks and downstream migrating steelhead kelts. We applied the fixed-location hydroacoustic technique to estimate fish passage rates at the sluiceway and turbines of the dam. The spillway was closed during our sampling periods, which generally occurredmore » in late fall, winter, and early spring. The sluiceway was highly used by adult steelhead (91–99% of total fish sampled passing the dam) during all sampling periods. Turbine passage was low when the sluiceway was not operated. This implies that lack of a sluiceway route did not result in increased turbine passage. However, when the sluiceway was open, adult steelhead used it to pass through the dam. The sluiceway may be operated during late fall, winter, and early spring to provide an optimal, non-turbine route for adult steelhead (fallbacks and kelts) downstream passage at The Dalles Dam.« less

Late Cenozoic geology and lacustrine history of Searles Valley, Inyo and San Bernardino Counties, California

NASA Astrophysics Data System (ADS)

Nathenson, M.; Smith, G. I.; Robinson, J. E.; Stauffer, P. H.; Zigler, J. L.

2010-12-01

George Smith’s career-long study of the surface geology of the Searles Valley was recently published by the USGS (Smith, 2009, online and printed). The co-authors of this abstract are the team responsible for completing the publication from the original materials. Searles Valley is an arid, closed basin lying 70 km east of the south end of the Sierra Nevada, California. During those parts of late Pliocene and Pleistocene time when precipitation and runoff from the east side of the Sierra Nevada into the Owens River were much greater than at present, a chain of as many as five large lakes was created, of which Searles Lake was third. The stratigraphic record left in Searles Valley when that lake expanded, contracted, or desiccated is fully revealed by cores taken from beneath the surface of Searles (dry) Lake and partly recorded by sediments cropping out around the edge of the valley. Although this outcrop record is discontinuous, it provides direct evidence of the lake’s water depths during each expansion, which the subsurface record does not. Maximum-depth lakes rose to the 2,280-ft (695 m) contour, the level of the spillway that led overflowing waters to Panamint Valley; that spillway is about 660 ft (200 m) above the present dry-lake surface. Most of this study concerns sediments of the newly described Searles Lake Formation, whose deposition spanned the period between about 150 ka and 2 ka. The outcrop record is documented in six geologic maps (scales: 1:50,000 and 1:10,000). The Searles Lake Formation is divided into seven main units. The depositional intervals of the units that make up the Searles Lake Formation are determined primarily by correlation with subsurface deposits that are dated by radiocarbon ages on organic carbon and U-series dates on salts. Shorelines, the most obvious geologic expressions of former lakes, are abundant around Searles Valley. Erosional shorelines have cut as much as 100 m into brecciated bedrock; depositional shorelines (beaches or tufa benches) are common, but their deposits tend to be thin. Combining the subsurface evidence of lake history with the outcrop record allows the history of lake fluctuations to be reconstructed for the period between about 150 ka and the present. Translating this record of lake fluctuations into paleohydrologic and paleoclimatic histories is complicated by uncertainties as to which of the several components of climate affected runoff volumes and lake-surface evaporation. A simplified model, however, suggests that the flow of the Owens River stayed between 2.5 and 4.5 times its present flow volume for most of the past 150 ky. Its flow exceeded this range only about 14 percent of the time, and it fell below this range only 4 percent of the time—which includes the present. In fact, the past 10 ky is clearly the driest period during the past 150 ky in the Owens River drainage. Smith, G.I., 2009, Late Cenozoic geology and lacustrine history of Searles Valley, Inyo and San Bernardino Counties, California: U.S. Geological Survey Professional Paper 1727, 115 p., 4 plates.

Simulation of extreme reservoir level distribution with the SCHADEX method (EXTRAFLO project)

NASA Astrophysics Data System (ADS)

Paquet, Emmanuel; Penot, David; Garavaglia, Federico

2013-04-01

The standard practice for the design of dam spillways structures and gates is to consider the maximum reservoir level reached for a given hydrologic scenario. This scenario has several components: peak discharge, flood volumes on different durations, discharge gradients etc. Within a probabilistic analysis framework, several scenarios can be associated with different return times, although a reference return level (e.g. 1000 years) is often prescribed by the local regulation rules or usual practice. Using continuous simulation method for extreme flood estimation is a convenient solution to provide a great variety of hydrological scenarios to feed a hydraulic model of dam operation: flood hydrographs are explicitly simulated by a rainfall-runoff model fed by a stochastic rainfall generator. The maximum reservoir level reached will be conditioned by the scale and the dynamics of the generated hydrograph, by the filling of the reservoir prior to the flood, and by the dam gates and spillway operation during the event. The simulation of a great number of floods will allow building a probabilistic distribution of maximum reservoir levels. A design value can be chosen at a definite return level. An alternative approach is proposed here, based on the SCHADEX method for extreme flood estimation, proposed by Paquet et al. (2006, 2013). SCHADEX is a so-called "semi-continuous" stochastic simulation method in that flood events are simulated on an event basis and are superimposed on a continuous simulation of the catchment saturation hazard using rainfall-runoff modelling. The SCHADEX process works at the study time-step (e.g. daily), and the peak flow distribution is deduced from the simulated daily flow distribution by a peak-to-volume ratio. A reference hydrograph relevant for extreme floods is proposed. In the standard version of the method, both the peak-to-volume and the reference hydrograph are constant. An enhancement of this method is presented, with variable peak-to-volume ratios and hydrographs applied to each simulated event. This allows accounting for different flood dynamics, depending on the season, the generating precipitation event, the soil saturation state, etc. In both cases, a hydraulic simulation of dam operation is performed, in order to compute the distribution of maximum reservoir levels. Results are detailed for an extreme return level, showing that a 1000 years return level reservoir level can be reached during flood events whose components (peaks, volumes) are not necessarily associated with such return level. The presentation will be illustrated by the example of a fictive dam on the Tech River at Reynes (South of France, 477 km²). This study has been carried out within the EXTRAFLO project, Task 8 (https://extraflo.cemagref.fr/). References: Paquet, E., Gailhard, J. and Garçon, R. (2006), Evolution of the GRADEX method: improvement by atmospheric circulation classification and hydrological modeling, La Houille Blanche, 5, 80-90. doi:10.1051/lhb:2006091. Paquet, E., Garavaglia, F., Garçon, R. and Gailhard, J. (2012), The SCHADEX method: a semi-continuous rainfall-runoff simulation for extreme food estimation, Journal of Hydrology, under revision

InSAR Remote Sensing of Localized Surface Layer Subsidence in New Orleans, LA

NASA Astrophysics Data System (ADS)

An, K.; Jones, C. E.; Blom, R. G.; Kent, J. D.; Ivins, E. R.

2015-12-01

More than half of Louisiana's drinking water is dependent on groundwater, and extraction of these resources along with high oil and gas production has contributed to localized subsidence in many parts of New Orleans. This increases the vulnerability of levee failure during intense storms such as Hurricane Katrina in 2005, before which rapid subsidence had already been identified and contributed to the failing levees and catastrophic flooding. An interferogram containing airborne radar data from NASA's UAVSAR was combined with local geographic information systems (GIS) data for 2009-12 to help identify the sources of subsidence and mask out unrelated features such as surface water. We have observed the highest vertical velocity rates at the NASA Michoud Assembly Facility (high water use) and Norco (high oil/gas production). Many other notable features such as the: Bonnet-Carre Spillway, MRGO canal, levee lines along the Lower 9th Ward and power plants, are also showing concerning rates of subsidence. Even new housing loads, soil type differences, and buried beach sands seem to have modest correlations with patterns seen in UAVSAR. Current hurricane protection and coastal restoration efforts still have not incorporated late 20th century water level and geodetic data into their projections. Using SAR interferometry and local GIS datasets, areas of subsidence can be identified in a more efficient and economical manner, especially for emergency response.

Air demand estimation in bottom outlets with the particle finite element method. Susqueda Dam case study

NASA Astrophysics Data System (ADS)

Salazar, Fernando; San-Mauro, Javier; Celigueta, Miguel Ángel; Oñate, Eugenio

2017-07-01

Dam bottom outlets play a vital role in dam operation and safety, as they allow controlling the water surface elevation below the spillway level. For partial openings, water flows under the gate lip at high velocity and drags the air downstream of the gate, which may cause damages due to cavitation and vibration. The convenience of installing air vents in dam bottom outlets is well known by practitioners. The design of this element depends basically on the maximum air flow through the air vent, which in turn is a function of the specific geometry and the boundary conditions. The intrinsic features of this phenomenon makes it hard to analyse either on site or in full scaled experimental facilities. As a consequence, empirical formulas are frequently employed, which offer a conservative estimate of the maximum air flow. In this work, the particle finite element method was used to model the air-water interaction in Susqueda Dam bottom outlet, with different gate openings. Specific enhancements of the formulation were developed to consider air-water interaction. The results were analysed as compared to the conventional design criteria and to information gathered on site during the gate operation tests. This analysis suggests that numerical modelling with the PFEM can be helpful for the design of this kind of hydraulic works.

Development and Implementation of an Optimization Model for Hydropower and Total Dissolved Gas in the Mid-Columbia River System

DOE PAGES

Witt, Adam; Magee, Timothy; Stewart, Kevin; ...

2017-08-10

Managing energy, water, and environmental priorities and constraints within a cascade hydropower system is a challenging multiobjective optimization effort that requires advanced modeling and forecasting tools. Within the mid-Columbia River system, there is currently a lack of specific solutions for predicting how coordinated operational decisions can mitigate the impacts of total dissolved gas (TDG) supersaturation while satisfying multiple additional policy and hydropower generation objectives. In this study, a reduced-order TDG uptake equation is developed that predicts tailrace TDG at seven hydropower facilities on the mid-Columbia River. The equation is incorporated into a general multiobjective river, reservoir, and hydropower optimization toolmore » as a prioritized operating goal within a broader set of system-level objectives and constraints. A test case is presented to assess the response of TDG and hydropower generation when TDG supersaturation is optimized to remain under state water-quality standards. Satisfaction of TDG as an operating goal is highly dependent on whether constraints that limit TDG uptake are implemented at a higher priority than generation requests. According to the model, an opportunity exists to reduce TDG supersaturation and meet hydropower generation requirements by shifting spillway flows to different time periods. In conclusion, a coordinated effort between all project owners is required to implement systemwide optimized solutions that satisfy the operating policies of all stakeholders.« less

Development and Implementation of an Optimization Model for Hydropower and Total Dissolved Gas in the Mid-Columbia River System

DOE Office of Scientific and Technical Information (OSTI.GOV)

Witt, Adam; Magee, Timothy; Stewart, Kevin

Managing energy, water, and environmental priorities and constraints within a cascade hydropower system is a challenging multiobjective optimization effort that requires advanced modeling and forecasting tools. Within the mid-Columbia River system, there is currently a lack of specific solutions for predicting how coordinated operational decisions can mitigate the impacts of total dissolved gas (TDG) supersaturation while satisfying multiple additional policy and hydropower generation objectives. In this study, a reduced-order TDG uptake equation is developed that predicts tailrace TDG at seven hydropower facilities on the mid-Columbia River. The equation is incorporated into a general multiobjective river, reservoir, and hydropower optimization toolmore » as a prioritized operating goal within a broader set of system-level objectives and constraints. A test case is presented to assess the response of TDG and hydropower generation when TDG supersaturation is optimized to remain under state water-quality standards. Satisfaction of TDG as an operating goal is highly dependent on whether constraints that limit TDG uptake are implemented at a higher priority than generation requests. According to the model, an opportunity exists to reduce TDG supersaturation and meet hydropower generation requirements by shifting spillway flows to different time periods. In conclusion, a coordinated effort between all project owners is required to implement systemwide optimized solutions that satisfy the operating policies of all stakeholders.« less

Modelling soil erosion and associated sediment yield for small headwater catchments of the Daugava spillway valley, Latvia

NASA Astrophysics Data System (ADS)

Soms, Juris

2015-04-01

The accelerated soil erosion by water and associated fine sediment transfer in river catchments has various negative environmental as well as economic implications in many EU countries. Hence, the scientific community had recognized and ranked soil erosion among other environmental problems. Moreover, these matters might worsen in the near future in the countries of the Baltic Region, e.g. Latvia considering the predicted climate changes - more precisely, the increase in precipitation and shortening of return periods of extreme rainfall events, which in their turn will enable formation of surface runoff, erosion and increase of sediment delivery to receiving streams. Thereby it is essential to carry out studies focused on these issues in order to obtain reliable data in terms of both scientific and applied aims, e.g. environmental protection and sustainable management of soils as well as water resources. During the past decades, many of such studies of soil erosion had focused on the application of modelling techniques implemented in a GIS environment, allowing indirectly to estimate the potential soil losses and to quantify related sediment yield. According to research results published in the scientific literature, this approach currently is widely used all over the world, and most of these studies are based on the USLE model and its revised and modified versions. Considering that, the aim of this research was to estimate soil erosion rates and sediment transport under different hydro-climatic conditions in south-eastern Latvia by application of GIS-based modelling. For research purposes, empirical RUSLE model and ArcGIS software were applied, and five headwater catchments were chosen as model territories. The selected catchments with different land use are located in the Daugava spillway valley, which belongs to the upper Daugava River drainage basin. Considering lithological diversity of Quaternary deposits, a variety of soils can be identified, i.e., Stagnic Albeluvisols, Albic Rubic Arenosols and Albic Stagnic Podzols with stony loamy - clayey diamicton to coarse sand textures prevail in the selected catchments. The results of modelling were validated through obtaining data on suspended sediment load directly during episodic runoff events caused by different scenarios of runoff formation. In order to get comparable values of suspended sediment load from gully catchments that differ in size, an area-specific daily suspended sediment yield was derived. The obtained results indicate that modelled area-specific sediment yield from the catchments to river greatly varies from 0.001 to 97.2 t ha-1 yr-1; the average soil loss predicted by RUSLE for the each of five catchments calculated for a 1 × 1 m cell grid totals 0.81; 1.36; 0.96; 1.05 and 1.55 t ha-1 yr-1 respectively. Notably, despite the presence of forest vegetation that cover more than 40% of area of three of these catchments, sizable plots of soils are potentially prone to erosion rates above the tolerable threshold, i.e. 0.3 t ha-1 yr-1. Comparison of modelled vs. measured values indicates that the applied RUSLE model underestimates real sediment delivery, which shortly can reach values 213.75 kg ha-1 day-1 during intense snow melting in spring. Nevertheless, results of GIS modelling can be reasonably used to estimate the spatial distribution of soil erosion risk and to identify potential erosion hotspots.

Reduction of forecast uncertainty in the context of hydropower production: a case study for two catchment in Lac-St-Jean, Canada

NASA Astrophysics Data System (ADS)

Brisson, Cathy; Boucher, Marie-Amélie; Latraverse, Marco

2014-05-01

This research focuses on the improvement of streamflow forecasts for two subcatchments in the Lac-St-Jean area, a northern part of the province of Quebec in Canada. Those two subcatchments, named Manouane and Passes-Dangereuses, are part of a bigger system, which comprises many reservoirs and six hydropower plants. This system is managed by Rio Tinto Alcan, an aluminium producer who needs this energy for its processes. Optimal management of the hydropower plants highly depends on the reliability of the inflow forecasts to the reservoirs and also on the reliability of observed streamflow. The latter are not directly measured, but rather deduced from the computation of a water balance. This water balance includes streamflow computation based on rating curves for river sections and upstream reservoirs and a modelling process using CEQUEAU hydrological model (Morin et al., 1981). In addition, mostly during the winter, the model has to account for a transfer of water from Lac Manouane reservoir to Passes-Dangereuses through Bonnard channel. Winter flow though Bonnard channel is controlled by a spillway, and represented in CEQUEAU by a transfer function and a fixed time delay (2 days). However, it is suspected that the evacuation function, as it is currently computed, is inaccurate. The main objective of this work is to reduce predictive uncertainty for Lac Manouane and Passes-Dangereuses catchment, for the one-day ahead horizon. This objective is twofold. First, the uncertainty related to the parameterization of the hydrological model had never been evaluated. It was to be investigated whether it is better to spatialize the calibration of the hydrological model. In its actual form, the calibration of the hydrological model CEQUEAU (Morin et al., 1981) is based exclusively on the downstream outflow. There is, however, intermediate streamflow measurements data available for an intermediate location. Our study shows that calibrating the model using streamflows for both locations (intermediate location and downstream) leads to improved forecasts, as measured by the Nash-Sutcliffe efficiency criterion. The parameter sets thus determined best represent the phenomena of exchange and runoff in the watershed. Second, this study aims at reducing the uncertainty associated to the evacuation function for the Bonnard channel as well as the time delay related to this transfer. Instead of using a fixed 2-day time delay for the transfer, it was attempted to represent the channel in the hydrological model CEQUEAU and compute the time delay from this model. The results show that hydrological modelling does not improve the results and that the 2-day time delay is adequate, especially for first days of opening and few days after closure of the gate. In addition, this research shows that the evacuation function of Bonnard spillway is inexact for large streamflows. It is considered the main source of uncertainty for the prediction of inflows to the reservoirs. We also show that the evacuated streamflows can be successfully corrected by hydrological modelling. This case study shows that a careful revision of the inflow forecasting process for those important watersheds can help reduce predictive uncertainty. Although the application is specific to the Lac-St-Jean area, we believe that our experience could serve other users and water managers with similar issues regarding inflow uncertainty. Reference Morin, G., J.-P. Fortin, J.-P. Lardeau, W. Sochanska and S. Paquette. 1981. Modèle CEQUEAU : Manuel d'utilisation. Rapport de recherche no R-93, INRS-Eau, Sainte-Foy

First Fourteen Years of Lake Mead

USGS Publications Warehouse

Thomas, Harold E.

1954-01-01

This circular summarizes the results of recent studies of Lake Mead and its environs. Area-capacity tables, prepared on the basis of a hydrographic survey of the lake in 1948-49, show that the capacity of the reservoir was reduced 4.9 percent during the first 14 years after Hoover Dam was completed, but the usable capacity was reduced only 3.2 percent. Practically all of this reduction was caused by accumulation of sediment in the reservoir. Studies of inflow and outflow indicate that the reservoir has a total storage capacity about 12 percent greater than that shown by the area-capacity table, because of 'bank' storage, or ground-water storage in the bottom and sides of the reservoir. Thus the total capacity in 1949 was greater than the quantity shown by the original area-capacity table, even though large quantities of sediment had been deposited in the reservoir during the 14 years. According to computations of the volume and weight of the accumulated sediment, about 2,000 million tons were deposited in the reservoir by the Colorado River in 14 years; this is within 2 percent of the amount calculated from measurements of the suspended sediment carried by the in flowing rivers. It is estimated that the sediment capacity of the reservoir, when filled to the level of the permanent spillway crest, is about 75,000 million tons. The sediment contributed by the Colorado River averages about 45 percent sand and 55 percent silt and clay. If the sediment carried by the river in the years 1926-50 represents the long-term average rate of accumulation in Lake Mead, it will be a century before the sediment at the dam reaches the level of the lowest gates in the intake towers, and more than 4 centuries before the reservoir is filled with sediment to the level of the permanent spillway crest. The rate of sedimentation since the first year of Lake Mead (1935) has been about 20 percent lower, and if that rate continues in the future, the life of the reservoir will be correspondingly greater. Construction of upstream reservoirs to capture some of the inflowing sediment, or transportation of sediment in the outflow through Hoover Dam, would also increase the life of the reservoir. In the first 12 years of Lake Mead, the dissolved mineral matter in the outflowing water was significantly greater than the average in the in flowing water, owing in part to solution of gypsum and rock salt from the bed of the reservoir. Currently the increased dissolved solids in the outflowing water can be accounted for almost entirely by evaporation from the reservoir, which is about 5 fo 7 percent of the annual inflow. The water from Lake Mead is habitually of better quality than that diverted from the river for irrigation prior to regulation by Hoover Dam, because it represents an average of the poor water of low stages and the excellent water from melting snow. Geodetic surveys of the Lake Mead area show that the weight of water has caused subsidence of the earth's crust amounting to about 120 millimeter at Hoover Dam, and an even greater amount in the principal area of storage in the reservoir.

Survival Estimates for the Passage of Juvenile Chinook Salmon through Snake River Dams and Reservoirs, 1993 Annual Report.

DOE Office of Scientific and Technical Information (OSTI.GOV)

Iwamoto, Robert N.; Sandford, Benjamin P.; McIntyre, Kenneth W.

1994-04-01

A pilot study was conducted to estimate survival of hatchery-reared yearling chinook salmon through dams and reservoirs on the Snake River. The goals of the study were to: (1) field test and evaluate the Single-Release, Modified-Single-Release, and Paired-Release Models for the estimation of survival probabilities through sections of a river and hydroelectric projects; (2) identify operational and logistical constraints to the execution of these models; and (3) determine the usefulness of the models in providing estimates of survival probabilities. Field testing indicated that the numbers of hatchery-reared yearling chinook salmon needed for accurate survival estimates could be collected at differentmore » areas with available gear and methods. For the primary evaluation, seven replicates of 830 to 1,442 hatchery-reared yearling chinook salmon were purse-seined from Lower Granite Reservoir, PIT tagged, and released near Nisqually John boat landing (River Kilometer 726). Secondary releases of PIT-tagged smolts were made at Lower Granite Dam to estimate survival of fish passing through turbines and after detection in the bypass system. Similar secondary releases were made at Little Goose Dam, but with additional releases through the spillway. Based on the success of the 1993 pilot study, the authors believe that the Single-Release and Paired-Release Models will provide accurate estimates of juvenile salmonid passage survival for individual river sections, reservoirs, and hydroelectric projects in the Columbia and Snake Rivers.« less

In situ alkali-silica reaction observed by x-ray microscopy

DOE Office of Scientific and Technical Information (OSTI.GOV)

Kurtis, K.E.; Monteiro, P.J.M.; Brown, J.T.

1997-04-01

In concrete, alkali metal ions and hydroxyl ions contributed by the cement and reactive silicates present in aggregate can participate in a destructive alkali-silica reaction (ASR). This reaction of the alkalis with the silicates produces a gel that tends to imbibe water found in the concrete pores, leading to swelling of the gel and eventual cracking of the affected concrete member. Over 104 cases of alkali-aggregate reaction in dams and spillways have been reported around the world. At present, no method exists to arrest the expansive chemical reaction which generates significant distress in the affected structures. Most existing techniques availablemore » for the examination of concrete microstructure, including ASR products, demand that samples be dried and exposed to high pressure during the observation period. These sample preparation requirements present a major disadvantage for the study of alkali-silica reaction. Given the nature of the reaction and the affect of water on its products, it is likely that the removal of water will affect the morphology, creating artifacts in the sample. The purpose of this research is to observe and characterize the alkali-silica reaction, including each of the specific reactions identified previously, in situ without introducing sample artifacts. For observation of unconditioned samples, x-ray microscopy offers an opportunity for such an examination of the alkali-silica reaction. Currently, this investigation is focusing on the effect of calcium ions on the alkali-silica reaction.« less

Sport fishery potential of power plant cooling ponds: Final report

DOE Office of Scientific and Technical Information (OSTI.GOV)

Heidinger, R.C.; Lewis, W.M.

1986-10-01

This research was undertaken to determine if cooling ponds could serve as habitat for several coolwater fish species and also to evaluate the potential use of cooling ponds as nursery areas for receiving waters. The work was conducted on two cooling ponds in northern Illinois. Walleye (Stizostedion vitreum), muskellunge (Esox masquinongy), striped bass (Morone saxatilis) fingerlings, and adult threadfin shad (Dorosoma petenense) were stocked into both cooling ponds. The hybrids between the striped bass and white bass (M. chrysops) had been previously stocked into Collins Pond. Smallmouth bass (Micropterus dolomieui) fingerlings and larval striped bass and walleye were stocked inmore » Dresden Pond. Several sampling techniques including seining, electrofishing, and rotenoning were used to monitor growth and survival of stocked species. In addition, escapement of stocked and indigenous species was monitored at the Dresden Pond spillway. Walleye, muskellunge, striped bass and hybrid striped bass exhibited excellent growth in Collins Pond as did smallmouth bass in Dresden Pond. One of the primary differences between an open system (such as Dresden Pond) and a closed system (such as Collins Pond) is the potential that the open system has to serve as a fish nursery area for receiving waters. The stocking of ''coolwater'' species in a closed type system such as Collins Pond is an effective way to control and maintain selected sport species. Dresden Pond was not open to public fishing during this study, but Collins Pond developed an excellent sport fishery as a result of these stockings.« less

Hydrologic data for North Creek, Trinity River basin, Texas, 1975

USGS Publications Warehouse

Kidwell, C.C.

1977-01-01

This report contains the rainfall, runoff, and storage data collected during the 1975 water year for the 21.6-square-mile area above the stream-gaging station North Creek near Jacksboro, Texas. The weighted-mean rainfall in the study area during the water year was 39.01 inches, which is greater than the 18-year average of 30.21 inches for the period 1958-75. Monthly rainfall totals ranged from 1.04 inches in November to 7.94 inches in May. The mean discharge for 1975 at the stream-gaging station was 5.98 cfs, compared with the 14-year (1957-70) average of 5.75 cfs. The annual runoff from the basin above the stream-gaging station was 4,330 acre-feet or 3.76 inches. Three storms were selected for detailed computations for the 1975 water year. The storms occurred on Oct. 30-31, 1974, May 2, 1975 , and Aug. 26, 1975. Rainfall and discharge were computed on the basis of a refined time breakdown. Patterns of the storms are illustrated by hydrographs and mass curves. A summary of rainfall-runoff data is tabulated. There are five floodwater-retarding structures in the study area. These structures have a total capacity of 4,425 acre-feet below flood-spillway crests and regulate streamflow from 16.3 square miles, or 75 percent of the study area. A summary of the physical data at each of the floodwater-retarding structures is included. (Woodard-USGS)

Quantitative and Qualitative Geospatial Analysis of a Probable Catastrophic Dam Failure

NASA Astrophysics Data System (ADS)

Oduor, P. G.; Stenehjem, J.

2011-12-01

Geospatial techniques were used in assessing inundation extents that would occur in the event of a catastrophic failure of Fort Peck dam. Fort Peck dam, located in Montana, USA has a spillway design which under dam failure the crest is expected to reach Williston a major economic hub in North Dakota in 1.4 days with a peak elevation of 1891 ft (576.377 m) msl (mean sea level). In this study, we address flooding extents and impacts on establishments with respect to a peak elevation of 1891 ft. From this study, we can unequivocally state that the City of Williston will be significantly impacted if Fort Peck dam fails with almost all critical needs, for example, gasoline stations, emergency facilities and grocery stores completely inundated. A secondary catastrophic event may be tied to the primary economic activity in Williston, that is, oil rigs of which most lie on the pathway of an inadvertent flood crest. We also applied a Discrete Fourier Transformation (DFT), and Lomb-Scargle normalized periodogram analyses and fitting of Fort Peck dam reservoir level fluctuations to gauge (a) likelihood of the dam overtopping, and (b) anatomic life span. Whereas we found that inasmuch as the dam could be considered stable by directly analyzing other dams that have failed, there is still a lower likelihood of it to fail at a 99-232 years range from construction. There was lack of concomitancy between overtopping and dam failure rates.

Probable Maximum Precipitation (PMP) over mountainous region of Cameron Highlands- Batang Padang Catchment of Malaysia

NASA Astrophysics Data System (ADS)

Sidek, L. M.; Mohd Nor, M. D.; Rakhecha, P. R.; Basri, H.; Jayothisa, W.; Muda, R. S.; Ahmad, M. N.; Razad, A. Z. Abdul

2013-06-01

The Cameron Highland Batang Padang (CHBP) catchment situated on the main mountain range of Peninsular Malaysia is of large economical importance where currently a series of three dams (Sultan Abu Bakar, Jor and Mahang) exist in the development of water resources and hydropower. The prediction of the design storm rainfall values for different return periods including PMP values can be useful to review the adequacy of the current spillway capacities of these dams. In this paper estimates of the design storm rainfalls for various return periods and also the PMP values for rainfall stations in the CHBP catchment have been computed for the three different durations of 1, 3 & 5 days. The maximum values for 1 day, 3 days and 5 days PMP values are found to be 730.08mm, 966.17mm and 969.0mm respectively at Station number 4513033 Gunung Brinchang. The PMP values obtained were compared with previous study results undertaken by NAHRIM. However, the highest ratio of 1 day, 3 day and 5 day PMP to highest observed rainfall are found to be 2.30, 1.94 and 1.82 respectively. This shows that the ratio tend to decrease as the duration increase. Finally, the temporal pattern for 1 day, 3day and 5 days have been developed based on observed extreme rainfall at station 4513033 Gunung Brinchang for the generation of Probable Maximum Flood (PMF) in dam break analysis.

Enhancement and management of eel fisheries affected by hydroelectric dams in New Zealand

USGS Publications Warehouse

Boubee, J.; Chisnall, B.; Watene, E.; Williams, E.; Roper, D.; Haro, A.

2003-01-01

Two freshwater anguillid eel species, Anguilla australis and A. dieffenbachia, form the basis of important traditional, recreational, and commercial fisheries in New Zealand. These fisheries have been affected by the damming of many of the major waterways for hydroelectric generation. To create fisheries in reservoirs that would be otherwise inaccessible, elvers have been transferred from the base of dams into habitats upstream. Operations in three catchments: the Patea River (Lake Rotorangi), Waikato River (eight reservoirs notably the two lowermost, lakes Karapiro and Arapuni), and Rangitaiki River (lakes Matahina and Aniwhenua) are discussed. In all reservoirs, the transfers have successfully established fishable populations within six years of the first transfers and, in Lake Arapuni eels have reached the marketable size of 220 g in less than four years. In comparison, it typically takes from 13 to 17 years before eel populations are fishable in the lower Waikato River where direct access to the sea is available. Telemetry and monitoring at the screens and tailraces of several power stations have been used to determine migration timing, triggers, and pathways of mature eels. Successful downstream transfer of mature migrating adults has been achieved by spillway opening and netting in headraces during rain events in autumn, but means of preventing eels from impinging and entraining at the intakes are still required. An integrated, catchment-wide management system will be required to ensure sustainability of the fisheries. ?? Copyright by the American Fisheries Society 2003.

Behavior and potential threats to survival of migrating lamprey ammocoetes and macrophthalmia

DOE Office of Scientific and Technical Information (OSTI.GOV)

Moser, Mary L.; Jackson, Aaron D.; Lucas, Martyn C.

2015-03-01

Upon metamorphosis, anadromous juvenile lamprey (macrophthalmia) exhibit distinct migration behaviors that take them from larval rearing habitats in streams to the open ocean. While poorly studied, lamprey larvae (ammocoetes) also engage in downstream movement to some degree. Like migrating salmon smolts, lamprey macrophthalmia undergo behavioral changes associated with a highly synchronized metamorphosis. Unlike salmon smolts, the timing of juvenile migration in lamprey is protracted and poorly documented. Lamprey macrophthalmia and ammocoetes are not strong swimmers, attaining maximum individual speeds of less than 1 m s-1, and sustained speeds of less than 0.5 m s-1. They are chiefly nocturnal and distributemore » throughout the water column, but appear to concentrate near the bottom in the thalweg of deep rivers. At dams and irrigation diversions, macrophthalmia can become impinged on screens or entrained in irrigation canals, suffer increased predation, and experience physical injury that may result in direct or delayed mortality. The very structures designed to protect migrating juvenile salmonids can be harmful to juvenile lamprey. Yet at turbine intakes and spillways, lampreys, which have no swim bladder, can withstand changes in pressure and shear stress large enough to injure or kill most teleosts. Lamprey populations are in decline in many parts of the world, with some species designated as species of concern for conservation that merit legally mandated protections. Hence, provisions for safe passage of juvenile lamprey are being considered at dams and water diversions in North America and Europe.« less

Classification and assessment of water bodies as adaptive structural measures for flood risk management planning.

PubMed

McMinn, William R; Yang, Qinli; Scholz, Miklas

2010-09-01

Severe rainfall events have become increasingly common in Europe. Flood defence engineering works are highly capital intensive and can be limited by land availability, leaving land and communities exposed to repeated flooding. Any adaptive drainage structure must have engineered inlets and outlets that control the water level and the rate of release. In Scotland, there are a relatively high number of drinking water reservoirs (operated by Scottish Water), which fall within this defined category and could contribute to flood management control. Reducing the rate of runoff from the upper reaches of a catchment will reduce the volume and peak flows of flood events downstream, thus allowing flood defences to be reduced in size, decreasing the corresponding capital costs. A database of retention basins with flood control potential has been developed for Scotland. The research shows that the majority of small and former drinking water reservoirs are kept full and their spillways are continuously in operation. Utilising some of the available capacity to contribute to flood control could reduce the costs of complying with the EU Flood Directive. Furthermore, the application of a previously developed classification model for Baden in Germany for the Scottish data set showed a lower diversity for basins in Scotland due to less developed infrastructure. The principle value of this approach is a clear and unambiguous categorisation, based on standard variables, which can help to promote communication and understanding between stakeholders. 2010 Elsevier Ltd. All rights reserved.

A comprehensive multi-scenario based approach for a reliable flood-hazard assessment: a case-study application

NASA Astrophysics Data System (ADS)

Lanni, Cristiano; Mazzorana, Bruno; Volcan, Claudio; Bertagnolli, Rudi

2015-04-01

Flood hazard is generally assessed by assuming the return period of the rainfall as a proxy for the return period of the discharge and the related hydrograph. Frequently this deterministic view is extended also to the straightforward application of hydrodynamic models. However, the climate (i.e. precipitation), the catchment (i.e. geology, soil and antecedent soil-moisture condition) and the anthropogenic (i.e. drainage system and its regulation) systems interact in a complex way, and the occurrence probability of a flood inundation event can significantly differ from the occurrence probability of the triggering event (i.e. rainfall). In order to reliably determine the spatial patterns of flood intensities and probabilities, the rigorous determination of flood event scenarios is beneficial because it provides a clear, rationale method to recognize and unveil the inherent stochastic behavior of natural processes. Therefore, a multi-scenario approach for hazard assessment should be applied and should consider the possible events taking place in the area potentially subject to flooding (i.e. floodplains). Here, we apply a multi-scenario approach for the assessment of the flood hazard around the Idro lake (Italy). We consider and estimate the probability of occurrence of several scenarios related to the initial (i.e. initial water level in the lake) and boundary (i.e. shape of the hydrograph, downslope drainage, spillway opening operations) conditions characterizing the lake. Finally, we discuss the advantages and issues of the presented methodological procedure compared to traditional (and essentially deterministic) approaches.

Downstream movement of fall Chinook salmon juveniles in the lower Snake River reservoirs during winter and early spring

USGS Publications Warehouse

Tiffan, Kenneth F.; Kock, Tobias J.; Connor, William P.; Mullins, Frank; Steinhorst, R. Kirk

2012-01-01

We conducted a 3-year radiotelemetry study in the lower Snake River to (1) determine whether juvenile fall Chinook salmon Oncorhynchus tshawytscha pass dams during winter, when bypass systems and structures designed to prevent mortality are not operated; (2) determine whether downstream movement rate varies annually, seasonally, and from reservoir to reservoir; and (3) identify some of the factors that contribute to annual, seasonal, and spatial variation in downstream movement rate. Fall Chinook salmon juveniles moved downstream up to 169 km and at a sufficiently fast rate (7.5 km/d) such that large percentages (up to 93%) of the fish passed one or more dams during the winter. Mean downstream movement rate varied annually (9.2–11.3 km/d), increased from winter (7.5 km/d) to spring (16.4 km/d), and increased (from 6.9 to 16.8 km/d) as fish moved downstream from reservoir to reservoir. Fish condition factor at tagging explained some of the annual variation in downstream movement rate, whereas water particle velocity and temperature explained portions of the seasonal variation. An increase in migrational disposition as fish moved downstream helped to explain the spatial variation. The potential cost of winter movement might be reduced survival due to turbine passage at a time when the bypass systems and spillway passage structures are not operated. Efforts to understand and increase passage survival of winter migrants in large impoundments might help to rehabilitate some imperiled anadromous salmonid populations.

Dynamics of coupled human-landscape systems

NASA Astrophysics Data System (ADS)

Werner, B. T.; McNamara, D. E.

2007-11-01

A preliminary dynamical analysis of landscapes and humans as hierarchical complex systems suggests that strong coupling between the two that spreads to become regionally or globally pervasive should be focused at multi-year to decadal time scales. At these scales, landscape dynamics is dominated by water, sediment and biological routing mediated by fluvial, oceanic, atmospheric processes and human dynamics is dominated by simplifying, profit-maximizing market forces and political action based on projection of economic effect. Also at these scales, landscapes impact humans through patterns of natural disasters and trends such as sea level rise; humans impact landscapes by the effect of economic activity and changes meant to mitigate natural disasters and longer term trends. Based on this analysis, human-landscape coupled systems can be modeled using heterogeneous agents employing prediction models to determine actions to represent the nonlinear behavior of economic and political systems and rule-based routing algorithms to represent landscape processes. A cellular model for the development of New Orleans illustrates this approach, with routing algorithms for river and hurricane-storm surge determining flood extent, five markets (home, labor, hotel, tourism and port services) connecting seven types of economic agents (home buyers/laborers, home developers, hotel owners/ employers, hotel developers, tourists, port services developer and port services owners/employers), building of levees or a river spillway by political agents and damage to homes, hotels or port services within cells determined by the passage or depth of flood waters. The model reproduces historical aspects of New Orleans economic development and levee construction and the filtering of frequent small-scale floods at the expense of large disasters.

Zooplankton community structure during a transition from dry to wet state in a shallow, subtropical estuarine lake

NASA Astrophysics Data System (ADS)

Carrasco, Nicola K.; Perissinotto, Renzo

2015-12-01

Lake St Lucia is among the most important shallow ecosystems globally and Africa's largest estuarine lake. It has long been regarded as a resilient system, oscillating through periods of hypersalinity and freshwater conditions, depending on the prevailing climate. The alteration of the system's catchment involving the diversion of the Mfolozi River away from Lake St Lucia, however, challenged the resilience of the system, particularly during the most recent drought (2002-2011), sacrificing much of its biodiversity. This study reports on the transition of the St Lucia zooplankton community from a dry hypersaline state to a new wet phase. Sampling was undertaken during routine quarterly surveys at five representative stations along the lake system from February 2011 to November 2013. A total of 54 taxa were recorded during the study period. The zooplankton community was numerically dominated by the calanoid copepods Acartiella natalensis and Pseudodiaptomus stuhlmanni and the cyclopoid copepod Oithona brevicornis. While the mysid Mesopodopsis africana was still present in the system during the wet phase, it was not found in the swarming densities that were recorded during the previous dry phase, possibly due to increased predation pressure, competition with other taxa and or the reconnection with the Mfolozi River via a beach spillway. The increase in zooplankton species richness recorded during the present study shows that the system has undergone a transition to wet state, with the zooplankton community structure reflecting that recorded during the past. It is likely, though, that only a full restoration of natural mouth functioning will result in further diversity increases.

A Cabled Acoustic Telemetry System for Detecting and Tracking Juvenile Salmon: Part 2. Three-Dimensional Tracking and Passage Outcomes

PubMed Central

Deng, Z. Daniel; Weiland, Mark A.; Fu, Tao; Seim, Tom A.; LaMarche, Brian L.; Choi, Eric Y.; Carlson, Thomas J.; Eppard, M. Brad

2011-01-01

In Part 1 of this paper, we presented the engineering design and instrumentation of the Juvenile Salmon Acoustic Telemetry System (JSATS) cabled system, a nonproprietary sensing technology developed by the U.S. Army Corps of Engineers, Portland District (Oregon, USA) to meet the needs for monitoring the survival of juvenile salmonids through the hydroelectric facilities within the Federal Columbia River Power System. Here in Part 2, we describe how the JSATS cabled system was employed as a reference sensor network for detecting and tracking juvenile salmon. Time-of-arrival data for valid detections on four hydrophones were used to solve for the three-dimensional (3D) position of fish surgically implanted with JSATS acoustic transmitters. Validation tests demonstrated high accuracy of 3D tracking up to 100 m upstream from the John Day Dam spillway. The along-dam component, used for assigning the route of fish passage, had the highest accuracy; the median errors ranged from 0.02 to 0.22 m, and root mean square errors ranged from 0.07 to 0.56 m at distances up to 100 m. For the 2008 case study at John Day Dam, the range for 3D tracking was more than 100 m upstream of the dam face where hydrophones were deployed, and detection and tracking probabilities of fish tagged with JSATS acoustic transmitters were higher than 98%. JSATS cabled systems have been successfully deployed on several major dams to acquire information for salmon protection and for development of more “fish-friendly” hydroelectric facilities. PMID:22163919

A Cabled Acoustic Telemetry System for Detecting and Tracking Juvenile Salmon: Part 2. Three-Dimensional Tracking and Passage Outcomes

DOE Office of Scientific and Technical Information (OSTI.GOV)

Deng, Zhiqun; Weiland, Mark A.; Fu, Tao

2011-05-26

In Part 1 of this paper [1], we presented the engineering design and instrumentation of the Juvenile Salmon Acoustic Telemetry System (JSATS) cabled system, a nonproprietary technology developed by the U.S. Army Corps of Engineers, Portland District, to meet the needs for monitoring the survival of juvenile salmonids through the 31 dams in the Federal Columbia River Power System. Here in Part 2, we describe how the JSATS cabled system was employed as a reference sensor network for detecting and tracking juvenile salmon. Time-of-arrival data for valid detections on four hydrophones were used to solve for the three-dimensional (3D) positionmore » of fish surgically implanted with JSATS acoustic transmitters. Validation tests demonstrated high accuracy of 3D tracking up to 100 m from the John Day Dam spillway. The along-dam component, used for assigning the route of fish passage, had the highest accuracy; the median errors ranged from 0.06 to 0.22 m, and root mean square errors ranged from 0.05 to 0.56 m at distances up to 100 m. For the case study at John Day Dam during 2008, the range for 3D tracking was more than 100 m upstream of the dam face where hydrophones were deployed, and detection and tracking probabilities of fish tagged with JSATS acoustic transmitters were higher than 98%. JSATS cabled systems have been successfully deployed on several major dams to acquire information for salmon protection and for development of more “fish-friendly” hydroelectric facilities.« less

Sedimentation of Lake Taneycomo, Missouri, 1913-1987

USGS Publications Warehouse

Berkas, W.R.

1989-01-01

On the basis of the data from a sedimentation survey done by the U.S. Department of Agriculture, Soil Conservation Service, during 1935 and data collected by the U.S. Geological Survey during 1987, the volume of sediment accumulated in Lake Taneycomo from 1913 to 1935 and 1913 to 1987 was determined. Table Rock Dam, built directly upstream from Lake Taneycomo during 1958, eliminated about 92% of the 4,644-sq mi basin from contributing sediment directly to the lake. Cesium-137 isotope was used as a tracer in the sediment to determine the quantity of deposition in the lake after Table Rock Dam was completed. The relation between cross-sectional area and distance upstream from the dam (curve method) was used to determine the 1913 (original), the 1935, and the 1987 volumes of Lake Taneycomo. A total of 910,000,000 cu ft of sediment accumulated between 1913 and 1935, 42% of the original volume of the lake. A total of 1 ,066,000,000 cu ft of sediment accumulated between 1913 and 1987 , 49% of the original volume. Lake Taneycomo seems to be functioning as an alluvial river, responding to the new energy gradient established by the spillway at Ozark Beach Dam, and later to changes in the sediment load. The upper two-thirds of the lake seems to have been scoured after Table Rock Dam greatly decreased the sediment load to the lake. The cesium-137 analysis indicated that sediment is still accumulating in the lower reaches of the lake, with measured accumulation generally ranging from 0.2 to 2.6 ft. (USGS)

Limiting age for the Provo shoreline of Lake Bonneville

USGS Publications Warehouse

Miller, David; Wahl, David B.; McGeehin, John; Rosario, Jose J.; Oviatt, Charles G.; Anderson, Lysanna; Presnetsova, Liubov S.

2015-01-01

Pluvial Lake Bonneville features a prominent shoreline at the Provo level, which has been interpreted as having formed during a period of threshold-stabilized overflow. The timing of Provo shoreline development is important for paleoclimate interpretations and for inferences on geomorphic process rates. Estimates for the timing of the shoreline formation, based on radiocarbon measurements from gastropod shells, are from approximately 18 to 15 cal ka. One key radiocarbon age on plant fragments from Swan Lake, which formed in the threshold spillway after overflow ceased, has been taken as a young limiting age. The conventional age of 12090 ± 300 14C when calibrated at 2σ has large uncertainty (13375–15103 cal BP). We report six new AMS radiocarbon ages recovered from new Swan Lake sediment cores. A twig near the base of lacustrine muds was dated at 11,615 ± 40 14C yr (13,350 to 13,560 cal BP). Age determinations on roots in that interval and deeper in the core are somewhat younger. These ages limit the last overflow of the Provo stand to earlier than ∼13.5 cal ka BP, consistent with the younger bound of the imprecise age reported by Bright. If conservative interpretations of sedimentation rates for the thick well-sorted sand interval below the lacustrine muds are correct and landscape change that resulted in damming of Swan Lake is accounted for, cessation of flow probably occurred before ∼14.5 cal ka BP.

Sedimentation Survey of Lago de Cidra, Puerto Rico, August 2007

USGS Publications Warehouse

Soler-López, Luis R.

2010-01-01

Lago de Cidra is a reservoir located on the confluence of Rio de Bayamon, Rio Sabana, and Quebrada Prieta, in the municipality of Cidra in east-central Puerto Rico, about 3.0 kilometers northeast of the town of Cidra. The dam is owned and operated by the Puerto Rico Aqueduct and Sewer Authority (PRASA), and was constructed in 1946 as a 6.54-million-cubic-meter supplemental water supply for the San Juan metropolitan area. The reservoir impounds the waters of Rio de Bayamon, Rio Sabana and Quebrada Prieta. The reservoir has a drainage area of 21.4 square kilometers. The dam is a concrete gravity and earthfill structure with a length of approximately 165 meters and a structural height of 24 meters. The spillway portion of the dam is an ungated ogee crest about 40 meters long with a crest elevation of 403.00 meters above mean sea level. Additional information and operational procedures are listed in Soler-Lopez (1999). During August 14-15, 2007, the U.S. Geological Survey (USGS), Caribbean Water Science Center (CWSC), in cooperation with the PRASA, conducted a bathymetric survey of Lago de Cidra to update the reservoir storage capacity and actualize the reservoir sedimentation rate by comparing the 2007 data with the previous 1997 bathymetric survey data. The purpose of this report is to describe and document the USGS sedimentation survey conducted at Lago de Cidra during August 2007, including the methods used to update the reservoir storage capacity, sedimentation rates, and areas of substantial sediment accumulation since 1997.

Hydroacoustic Evaluation of Fish Passage Through Bonneville Dam in 2005

DOE Office of Scientific and Technical Information (OSTI.GOV)

Ploskey, Gene R.; Weiland, Mark A.; Zimmerman, Shon A.

2006-12-04

The Portland District of the U.S. Army Corps of Engineers requested that the Pacific Northwest National Laboratory (PNNL) conduct fish-passage studies at Bonneville Dam in 2005. These studies support the Portland District's goal of maximizing fish-passage efficiency (FPE) and obtaining 95% survival for juvenile salmon passing Bonneville Dam. Major passage routes include 10 turbines and a sluiceway at Powerhouse 1 (B1), an 18-bay spillway, and eight turbines and a sluiceway at Powerhouse 2 (B2). In this report, we present results of two studies related to juvenile salmonid passage at Bonneville Dam. The studies were conducted between April 16 and Julymore » 15, 2005, encompassing most of the spring and summer migrations. Studies included evaluations of (1) Project fish passage efficiency and other major passage metrics, and (2) smolt approach and fate at B1 Sluiceway Outlet 3C from the B1 forebay. Some of the large appendices are only presented on the compact disk (CD) that accompanies the final report. Examples include six large comma-separated-variable (.CSV) files of hourly fish passage, hourly variances, and Project operations for spring and summer from Appendix E, and large Audio Video Interleave (AVI) files with DIDSON-movie clips of the area upstream of B1 Sluiceway Outlet 3C (Appendix H). Those video clips show smolts approaching the outlet, predators feeding on smolts, and vortices that sometimes entrained approaching smolts into turbines. The CD also includes Adobe Acrobat Portable Document Files (PDF) of the entire report and appendices.« less

Repeated megafloods from glacial Lake Vitim, Siberia, to the Arctic Ocean over the past 60,000 years

NASA Astrophysics Data System (ADS)

Margold, Martin; Jansen, John D.; Codilean, Alexandru T.; Preusser, Frank; Gurinov, Artem L.; Fujioka, Toshiyuki; Fink, David

2018-05-01

Cataclysmic outburst floods transformed landscapes and caused abrupt climate change during the last deglaciation. Whether such events have also characterized previous deglaciations is not known. Arctic marine cores hint at megafloods prior to Oxygen Isotope Stage (OIS) 2, but the overprint of successive glaciations means that geomorphological traces of ancient floods remain scarce in Eurasia and North America. Here we present the first well-constrained terrestrial megaflood record to be linked with Arctic archives. Based on cosmogenic-nuclide exposure dating and optically stimulated luminescence dating applied to glacial-lake sediments, a 300-m deep bedrock spillway, and giant eddy-bars > 200-m high, we reconstruct a history of cataclysmic outburst floods from glacial Lake Vitim, Siberia, to the Arctic Ocean over the past 60,000-years. Three megafloods have reflected the rhythm of Eurasian glaciations, leaving traces that stretch more than 3500 km to the Lena Delta. The first flood was coincident with deglaciation from OIS-4 and the largest meltwater spike in Arctic marine-cores within the past 100,000 years (isotope-event 3.31 at 55.5 ka). The second flood marked the lead up to the local Last Glacial Maximum, and the third flood occurred during the last deglaciation. This final 3000 km3 megaflood stands as one of the largest freshwater floods ever documented, with peak discharge of 4.0-6.5 million m3s-1, mean flow depths of 120-150 m, and average flow velocities up to 21 m s-1.

Performance of a prototype surface collector for juvenile salmonids at Bonneville dam's first powerhouse on the Columbia River, Oregon

USGS Publications Warehouse

Evans, S.D.; Adams, N.S.; Rondorf, D.W.; Plumb, J.M.; Ebberts, B.D.

2008-01-01

During April-July 2000, we radio-tagged and released juvenile Chinook salmon (Oncorhynchus tshawytscha) and steelhead (Oncorhynchus mykiss) to evaluate a prototype surface flow bypass at Bonneville Dam on the Columbia River. The mock bypass, called a prototype surface collector (PSC), had six vertical slot entrances that were each 6 m wide and 12 m deep. The PSC was retrofitted to the upstream face of Bonneville Dam's First Powerhouse. Our objectives were to: (1) assess species-specific differences in movement patterns and behaviour of fish within 6 m of the face of the PSC, (2) estimate the efficiency and effectiveness of the PSC and (3) evaluate factors affecting the performance of the PSC. We found that 60-72% of the fish, depending on species, detected within 6 m of the PSC entered it. Of the fish that passed the First Powerhouse at turbines 1-6, 79-83% entered the PSC. Diel period was a significant contributor to PSC performance for all species, and day of year was a significant contributor to PSC performance for subyearling Chinook salmon. The PSC was twice as effective (%fish/%flow) as the spillway, passing 2.5:1 steelhead and subyearling Chinook salmon and 2.4:1 yearling Chinook salmon per unit of water. If fully implemented, the PSC would increase the percentage of fish that pass the First Powerhouse through non-turbine routes from 65-77% (without the PSC) to 76-85% (with the PSC), depending on species. Published in 2008 by John Wiley & Sons, Ltd.

Topography and Sedimentation Characteristics of the Squaw Creek National Wildlife Refuge, Holt County, Missouri, 1937-2002

USGS Publications Warehouse

Heimann, David C.; Richards, Joseph M.

2003-01-01

The Squaw Creek National Wildlife Refuge (hereafter referred to as the Refuge), located on the Missouri River floodplain in northwest Missouri, was established in 1935 to provide habitat for migratory birds and wildlife. Results of 1937 and 1964 topographic surveys indicate that sedimenta-tion, primarily from Squaw Creek and Davis Creek inflows, had substantially reduced Refuge pool volumes and depths. A study was undertaken by the U.S. Geological Survey, in cooperation with the U.S. Fish and Wildlife Service, to quantify and spatially analyze historic rates of sedimentation in the Refuge and determine the surface elevations, depths, and pool capacities for selected managed pools from a 2002 survey.The 1937 to 1964 mean total sediment depo-sition, in the area corresponding to the 2002 sur-veyed pool area (about 4,900 acres), was 1.26 ft (feet), or 0.047 ft/yr (foot per year). Mean annual rates of deposition, by pool, from 1937 to 1964 varied from 0.016 to 0.083 ft/yr. From 1964 to 2002, the mean total sediment deposition in the 2002 surveyed pools was 0.753 ft, or 0.020 ft/yr. Therefore, the mean rate of sediment-depth accu-mulation from 1964 to 2002 was about 42 percent of the mean 1937 to 1964 rate, or a 58 percent reduction. Mean annual rates of deposition by pool from 1964 to 2002 varied from 0.010 to 0.049 ft/yr. Despite a substantial reduction in the average sediment accumulation rate for the Refuge, 5 of the 15 separate pools for which annual rates were calculated for both periods showed a small increase in the deposition rates of up to 0.008 ft/yr. Sediment deposits have resulted in a sub-stantial cumulative loss of volume in the Refuge pools since 1937. The 1937 to 2002 total sediment volume deposited in the 2002 surveyed pool area was about 9,900 acre-ft (acre-feet), or 152 acre-ft/yr (acre-feet per year). The volume of sediment deposited from 1937 to 1964 for these pools was about 6,200 acre-ft, or 230 acre-ft/yr. The volume deposited from 1964 to 2002 was about 3,700 acre-ft, or 97.3 acre-ft/yr.Bulk density values were determined from sediment cores collected from 22 sites in the Ref-uge and the bulk densities, along with sediment volumes, allowed for the calculation of sediment mass contributions to the Refuge. From 1937 to 2002, about 10,300,000 tons of sediment were deposited in the 2002 surveyed area, or 32.4 tons/acre/yr (tons per acre per year). The total computed mass of sediment deposited between 1937 and 1964 was about 6,510,000 tons, or an average of 49.1 tons/acre/yr. The total mass depos-ited from 1964 to 2002 in surveyed pools was about 3,830,000 tons, or an average of 20.5 tons/acre/yr. As with sediment thickness compari-sons, the rate of sediment mass deposition between 1964 to 2002 was about 42 percent of that from 1937 to 1964, or a 58 percent reduction.The greatest amounts of sediment deposition in the Refuge for 1937 to 2002 have been near the Squaw Creek and Davis Creek inflow spillway locations. Sediment depths in some areas near former inflow locations have exceeded 8 ft. Relo-cation of an inflow spillway effectively reduced additional sediment deposition at the original loca-tion, and caused increased sedimentation at the new inflow location. This is most clearly depicted in a pool located in the north section of the Refuge that directly received Squaw Creek inflows from 1937 to 1964 and had a mean deposition rate of 0.081 ft/yr reduced to 0.012 ft/yr, from 1964 to 2002, after inflows were redirected and erosion-management plans were implemented in the con-tributing basins.

Landslides triggered by the October 8, 2005, Pakistan earthquake and associated landslide-dammed reservoirs

USGS Publications Warehouse

Harp, Edwin L.; Crone, Anthony J.

2006-01-01

The October 8, 2005, Kashmir earthquake (M 7.6) triggered several thousand landslides, mainly rock falls and rock slides, in the epicentral area near the cities of Muzafarrabad and Balakot, Pakistan. Most of these were shallow, coalescing rock slides emanating from highly sheared and deformed limestone and dolomite of the Precambrian Muzafarrabad Formation. The largest landslide triggered by the earthquake is located approximately 32 kilometers southeast of Muzafarrabad in a tributary valley of the Jhelum River. This landslide is a debris avalanche of approximately 80 million cubic meters volume within the Miocene Murree Formation consisting of mixed sandstone, mudstone, shale, and limestone. The avalanche buried the village of Dandbeh and resulted in approximately 1,000 fatalities, according to local residents. The avalanche deposit traveled approximately 1.5 kilometers downslope and 300 meters or more up the opposite slope in the adjacent Karli stream drainage and also extended into the Tang stream drainage where the Tang stream joins the Karli drainage. The landslide mass has impounded two lakes within the blocked drainages. The lake in the Karli drainage was approximately 800 meters long and 20 meters deep as of December 19, 2005. The lake in the Tang drainage was approximately 400 meters long and 10 meters deep as of this same date. Downstream populations are at risk from possible flash flooding when these debris dams are overtopped by the reservoir water. The closest village, Hattian, is 2.8 kilometers downstream at the junction of the Jhelum River and the landslide-dammed Karli tributary. Other populations along the Jhelum River may also be at risk. Pakistan military engineers are preparing to construct a spillway within the landslide deposits to lessen the severity of the flood if the lake in the Karli stream drainage breaches the landslide dam catastrophically.

Bathymetry of Ashokan, Cannonsville, Neversink, Pepacton, Rondout, and Schoharie Reservoirs, New York, 2013–15

USGS Publications Warehouse

Nystrom, Elizabeth A.

2018-02-01

Drinking water for New York City is supplied from several large reservoirs, including a system of reservoirs west of the Hudson River. To provide updated reservoir capacity tables and bathymetry maps of the City’s six West of Hudson reservoirs, bathymetric surveys were conducted by the U.S. Geological Survey from 2013 to 2015. Depths were surveyed with a single-beam echo sounder and real-time kinematic global positioning system along planned transects at predetermined intervals for each reservoir. A separate quality assurance dataset of echo sounder points was collected along transects at oblique angles to the main transects for accuracy assessment. Field-survey data were combined with water surface elevations in a geographic information system to create three-dimensional surfaces in the form of triangulated irregular networks (TINs) representing the elevations of the reservoir geomorphology. The TINs were linearly enforced to better represent geomorphic features within the reservoirs. The linearly enforced TINs were then used to create raster surfaces and 2-foot-interval contour maps of the reservoirs. Elevation-area-capacity tables were calculated at 0.01-foot intervals. The results of the surveys show that the total capacity of the West of Hudson reservoirs has decreased by 11.5 billion gallons (Ggal), or 2.3 percent, since construction, and the useable capacity (the volume above the minimum operating level required to deliver full flow for drinking water supply) has decreased by 7.9 Ggal (1.7 percent). The available capacity (the volume between the spillway elevation and the lowest intake or sill elevation used for drinking water supply) decreased by 9.6 Ggal (2.0 percent), and dead storage (the volume below the lowest intake or sill elevation) decreased by 1.9 Ggal (11.6 percent).

River flow maintenance turbine for Milner Hydroelectric Development

DOE Office of Scientific and Technical Information (OSTI.GOV)

Carson, J.L.; Holveck, W.H.; Gokhman, A.

1995-12-31

The Milner Hydroelectric Project on the Snake River in Idaho was commissioned in 1992. The project included renovation of an existing dam, which was built to supply irrigation water to a canal system, construction of a new spillway, and the addition of a new powerhouse. The forebay of the main powerhouse is located on a combination power and irrigation canal, approximately 3500 feet (1070 m) from the dam, with a short tailrace returning the water to the river. There are two Kaplan turbines installed in the main powerhouse, rated at 1000 cfs and 4000 cfs respectively at a net headmore » of 150 feet. The FERC license required that a target flow of 200 cfs be released from the dam to maintain a stream flow between the dam and the powerhouse. In order to utilize this flow, a small powerhouse was constructed at the toe of the dam. The site conditions favored a vertical axial flow turbine, with a net head of 56 feet. As the flow is constant and the head is fairly constant, a fixed geometry turbine was selected, to be controlled solely by the intake gate. Due to the higher head, the main powerhouse can generate more power per unit of flow than can the bypass turbine. Therefore, it is undesirable for the discharge of the bypass turbine to be any greater than required by the license. Also, the release flow is determined by a river gauge, the accuracy of which is unknown, but assumed to be within five percent. In order to meet these two requirements, the turbine was specified to have manually adjustable runner blades to obtain the required release flow of 200 cfs at any head between 55 and 58 feet.« less

Evaluation of surface water and groundwater contamination in a MSW landfill area using hydrochemical analysis and electrical resistivity tomography: a case study in Sichuan province, Southwest China.

PubMed

Ling, Chengpeng; Zhang, Qiang

2017-04-01

As a primary disposal mean of municipal solid waste in China, the landfill has been recognized as one of the major threats to the surrounding surface water and groundwater environment due to the emission of leachate. The aim of this study was to determine the impact of leachate on the surface water and groundwater environment of the region of the Chang'an landfill, which is located in Sichuan province, China. The surface water and groundwater were sampled for hydrochemical analysis. Three electrical resistivity tomography profiles were conducted to evaluate the impact of leachate on the groundwater environment, and several laboratory tests were carried out to build the relationship between the soil bulk resistivity and the void fluid resistivity. The results showed that a seasonal creek named Longfeng creek, which crosses the landfill site, was contaminated by the leachate. The concentrations of COD, BOD5, and chlorides (Cl) of surface water samples increased by 12.3-105.7 times. The groundwater quality in the surface loose sediments along the valley deteriorated obviously from the landfill to 500 m downstream area. The laboratory tests of soil samples indicated that the resistivity value of 13 Ωm is a critical value whether the groundwater in the loose sediments is polluted. The groundwater at the site adjacent to the spillway in the landfill was partially contaminated by the emission of leachate. The groundwater contamination zones at 580 m downstream of the landfill were recognized at the shallow zones from 60 m left bank to 30 m right bank of Longfeng creek. The improved understanding of groundwater contamination around the landfill is beneficial for the landfill operation and groundwater environment remediation.

Dam failure analysis for the Lago de Matrullas Dam, Orocovis, Puerto Rico

USGS Publications Warehouse

Torres-Sierra, Heriberto; Gómez-Fragoso, Julieta

2015-01-01

Results from the simulated dam failure of the Lago de Matrullas Dam using the HEC–RAS model for the 6- and 24-hour PMP events showed peak discharges at the dam of 3,149.33 and 3,604.70 m3/s, respectively. Dam failure during the 100-year-recurrence, 24-hour rainfall event resulted in a peak discharge of 2,103.12 m3/s directly downstream from the dam. Dam failure under sunny day conditions produced a peak discharge of 1,695.91 m3/s at the dam assuming the antecedent lake level was at the morning-glory spillway invert elevation. Flood-inundation maps prepared as part of the study depict the flood extent and provide valuable information for preparing an Emergency Action Plan. Results of the failure analysis indicate that a failure of the Lago de Matrullas Dam could cause flooding to many of the inhabited areas along stream banks from the Lago de Matrullas Dam to the mouth of the Río Grande de Manatí. Among the areas most affected are the low-lying regions in the vicinity of the towns of Ciales, Manatí, and Barceloneta. The delineation of the flood boundaries near the town of Barceloneta considered the effects of a levee constructed during 2000 at Barceloneta in the flood plain of the Río Grande de Manatí to provide protection against flooding to the near-by low-lying populated areas. The results showed overtopping can be expected in the aforementioned levee during 6- and 24-hour probable-maximum-precipitation dam failure scenarios. No overtopping of the levee was simulated, however, during dam failure scenarios under the 100-year recurrence, 24-hour rainfall event or sunny day conditions.

Methane and CO2 emissions from China's hydroelectric reservoirs: a new quantitative synthesis.

PubMed

Li, Siyue; Zhang, Quanfa; Bush, Richard T; Sullivan, Leigh A

2015-04-01

Controversy surrounds the green credentials of hydroelectricity because of the potentially large emission of greenhouse gases (GHG) from associated reservoirs. However, limited and patchy data particularly for China is constraining the current global assessment of GHG releases from hydroelectric reservoirs. This study provides the first evaluation of the CO2 and CH4 emissions from China's hydroelectric reservoirs by considering the reservoir water surface and drawdown areas, and downstream sources (including spillways and turbines, as well as river downstream). The total emission of 29.6 Tg CO2/year and 0.47 Tg CH4/year from hydroelectric reservoirs in China, expressed as CO2 equivalents (eq), corresponds to 45.6 Tg CO2eq/year, which is 2-fold higher than the current GHG emission (ca. 23 Tg CO2eq/year) from global temperate hydropower reservoirs. China's average emission of 70 g CO2eq/kWh from hydropower amounts to 7% of the emissions from coal-fired plant alternatives. China's hydroelectric reservoirs thus currently mitigate GHG emission when compared to the main alternative source of electricity with potentially far great reductions in GHG emissions and benefits possible through relatively minor changes to reservoir management and design. On average, the sum of drawdown and downstream emission including river reaches below dams and turbines, which is overlooked by most studies, represents the equivalent of 42% of the CO2 and 92% of CH4 that emit from hydroelectric reservoirs in China. Main drivers on GHG emission rates are summarized and highlight that water depth and stratification control CH4 flux, and CO2 flux shows significant negative relationships with pH, DO, and Chl-a. Based on our finding, a substantial revision of the global carbon emissions from hydroelectric reservoirs is warranted.

Effects of a flooding event on a threatened black bear population in Louisiana

USGS Publications Warehouse

O'Connell-Goode, Kaitlin C.; Lowe, Carrie L.; Clark, Joseph D.

2014-01-01

The Louisiana black bear, Ursus americanus luteolus, is listed as threatened under the Endangered Species Act as a result of habitat loss and human-related mortality. Information on population-level responses of large mammals to flooding events is scarce, and we had a unique opportunity to evaluate the viability of the Upper Atchafalaya River Basin (UARB) black bear population before and after a significant flooding event. We began collecting black bear hair samples in 2007 for a DNA mark-recapture study to estimate abundance (N) and apparent survival (φ). In 2011, the Morganza Spillway was opened to divert floodwaters from the Mississippi River through the UARB, inundating > 50% of our study area, potentially impacting recovery of this important bear population. To evaluate the effects of this flooding event on bear population dynamics, we used a robust design multistate model to estimate changes in transition rates from the flooded area to non-flooded area (ψF→NF) before (2007–2010), during (2010–2011) and after (2011–2012) the flood. Average N across all years of study was 63.2 (SE = 5.2), excluding the year of the flooding event. Estimates of ψF→NF increased from 0.014 (SE = 0.010; meaning that 1.4% of the bears moved from the flooded area to non-flooded areas) before flooding to 0.113 (SE = 0.045) during the flood year, and then decreased to 0.028 (SE= 0.035) after the flood. Although we demonstrated a flood effect on transition rates as hypothesized, the effect was small (88.7% of the bears remained in the flooded area during flooding) and φ was unchanged, suggesting that the 2011 flooding event had minimal impact on survival and site fidelity.

Sedimentation Survey of Lago Patillas, Puerto Rico, March 2007

USGS Publications Warehouse

Soler-López, Luis R.

2010-01-01

Lago Patillas is a reservoir located on the confluence of Rio Grande de Patillas and Rio Marin, in the municipality of Patillas in southern Puerto Rico, about 3 kilometers north of the town of Patillas and about 8 kilometers northeast of the town of Arroyo (fig. 1). The dam is owned and operated by the Puerto Rico Electric Power Authority (PREPA) and was constructed in 1914 for the irrigation of croplands in the southern coastal plains of Puerto Rico along the towns of Arroyo, Guayama, Patillas, and Salinas. Irrigation releases are made through the outlet works into the Patillas Irrigation Canal that extends 32.2 kilometers from the Patillas dam to Rio Salinas. The dam is a semi-hydraulic earthfill with a structural height of 44.80 meters, a top width of 4.57 meters, a base width of 190.49 meters, and a crest length of 325.21 meters. The spillway structure is physically separated from the earthfill dam, has an elevation of 58.21 meters above mean sea level, and has three radial arm gates (Puerto Rico Electric Power Authority, 1979). The reservoir impounds the waters of the Rio Grande de Patillas and Rio Marin. The reservoir has a drainage area of 66.3 square kilometers. Additional information and operational procedures are listed in Soler-Lopez and others (1999). During March 14-15, 2007, the U.S. Geological Survey (USGS), Caribbean Water Science Center (CWSC), in cooperation with the PREPA conducted a bathymetric survey of Lago Patillas to update the reservoir storage capacity and update the reservoir sedimentation rate by comparing the 2007 bathymetric survey data with previous 1997 data. The purpose of this report is to update the reservoir storage capacity, sedimentation rates, and areas of substantial sediment accumulation since April 1997.

Hydropower and Environmental Resource Assessment (HERA): a computational tool for the assessment of the hydropower potential of watersheds considering engineering and socio-environmental aspects.

NASA Astrophysics Data System (ADS)

Martins, T. M.; Kelman, R.; Metello, M.; Ciarlini, A.; Granville, A. C.; Hespanhol, P.; Castro, T. L.; Gottin, V. M.; Pereira, M. V. F.

2015-12-01

The hydroelectric potential of a river is proportional to its head and water flows. Selecting the best development alternative for Greenfield projects watersheds is a difficult task, since it must balance demands for infrastructure, especially in the developing world where a large potential remains unexplored, with environmental conservation. Discussions usually diverge into antagonistic views, as in recent projects in the Amazon forest, for example. This motivates the construction of a computational tool that will support a more qualified debate regarding development/conservation options. HERA provides the optimal head division partition of a river considering technical, economic and environmental aspects. HERA has three main components: (i) pre-processing GIS of topographic and hydrologic data; (ii) automatic engineering and equipment design and budget estimation for candidate projects; (iii) translation of division-partition problem into a mathematical programming model. By integrating an automatic calculation with geoprocessing tools, cloud computation and optimization techniques, HERA makes it possible countless head partition division alternatives to be intrinsically compared - a great advantage with respect to traditional field surveys followed by engineering design methods. Based on optimization techniques, HERA determines which hydro plants should be built, including location, design, technical data (e.g. water head, reservoir area and volume, engineering design (dam, spillways, etc.) and costs). The results can be visualized in the HERA interface, exported to GIS software, Google Earth or CAD systems. HERA has a global scope of application since the main input data area a Digital Terrain Model and water inflows at gauging stations. The objective is to contribute to an increased rationality of decisions by presenting to the stakeholders a clear and quantitative view of the alternatives, their opportunities and threats.

Cavitation in medicine

PubMed Central

Brennen, Christopher Earls

2015-01-01

We generally think of bubbles as benign and harmless and yet they can manifest the most remarkable range of physical effects. Some of those effects are the stuff of our everyday experience as in the tinkling of a brook or the sounds of breaking waves at the beach. But even these mundane effects are examples of the ability of bubbles to gather, focus and radiate energy (acoustic energy in the above examples). In other contexts that focusing of energy can lead to serious technological problems as when cavitation bubbles eat great holes through ships' propeller blades or cause a threat to the integrity of the spillways at the Hoover Dam. In liquid-propelled rocket engines, bubbles pose a danger to the stability of the propulsion system, and in artificial heart valves they can cause serious damage to the red blood cells. In perhaps the most extraordinary example of energy focusing, collapsing cavitation bubbles can emit not only sound, but also light with black body radiation temperatures equal to that of the sun (Brennen 1995 Cavitation and bubble dynamics). But, harnessed carefully, this almost unique ability to focus energy can also be put to remarkably constructive use. Cavitation bubbles are now used in a remarkable range of surgical and medical procedures, for example to emulsify tissue (most commonly in cataract surgery or in lithotripsy procedures for the reduction of kidney and gall stones) or to manipulate the DNA in individual cells. By creating cavitation bubbles non-invasively thereby depositing and focusing energy non-intrusively, one can generate minute incisions or target cancer cells. This paper will begin by briefly reviewing the history of cavitation phenomena and will end with a vision of the new horizons for the amazing cavitation bubble. PMID:26442145

Cavitation in medicine.

PubMed

Brennen, Christopher Earls

2015-10-06

We generally think of bubbles as benign and harmless and yet they can manifest the most remarkable range of physical effects. Some of those effects are the stuff of our everyday experience as in the tinkling of a brook or the sounds of breaking waves at the beach. But even these mundane effects are examples of the ability of bubbles to gather, focus and radiate energy (acoustic energy in the above examples). In other contexts that focusing of energy can lead to serious technological problems as when cavitation bubbles eat great holes through ships' propeller blades or cause a threat to the integrity of the spillways at the Hoover Dam. In liquid-propelled rocket engines, bubbles pose a danger to the stability of the propulsion system, and in artificial heart valves they can cause serious damage to the red blood cells. In perhaps the most extraordinary example of energy focusing, collapsing cavitation bubbles can emit not only sound, but also light with black body radiation temperatures equal to that of the sun (Brennen 1995 Cavitation and bubble dynamics). But, harnessed carefully, this almost unique ability to focus energy can also be put to remarkably constructive use. Cavitation bubbles are now used in a remarkable range of surgical and medical procedures, for example to emulsify tissue (most commonly in cataract surgery or in lithotripsy procedures for the reduction of kidney and gall stones) or to manipulate the DNA in individual cells. By creating cavitation bubbles non-invasively thereby depositing and focusing energy non-intrusively, one can generate minute incisions or target cancer cells. This paper will begin by briefly reviewing the history of cavitation phenomena and will end with a vision of the new horizons for the amazing cavitation bubble.

Geologic factors pertinent to the proposed A. J. Wiley Hydroelectric Project No. 2845, Bliss, Idaho

USGS Publications Warehouse

Malde, Harold E.

1981-01-01

The A.J. Wiley Hydroelectric Project is a proposal by the Idaho Power Company to develop hydroelectricity near Bliss, Idaho, by building a dam on the Snake River (fig. 1). The proposed dam would impound a narrow reservoir as deep as 85 feet in a free-flowing reach of the river that extends from the upper reach of water impounded by the Bliss Dam to the foot of the Lower Salmon Falls Dam, nearly 8 miles farther upstream. The proposed dam would be built in three sections: a spillway section and a powerhouse (intake) section to be constructed of concrete in the right-handed part, and an embankment section to be constructed as a zoned-fill of selected earth materials in the left-hand part. (Right and left are to be understood in the sense of looking downstream.) In August, 1979, the Idaho Power Company was granted a 3-year permit (Project No. 2845) by the Federal Energy Regulatory Commission (FERC) to make site investigations and environmental studies in the project area. A year later, on August 26, 1980, the company applied to FERC for a license to construct the project. On October 8, 1980, as explained in a letter by William W. Lindsay, Director of the Office of Electric Power Regulation, the company was given 90 days to correct certain deficiencies in the application. Because several of the deficiencies identified by Mr. Lindsay pertain to geologic aspects of the project, his letter is attached to this report as Appendix A. Hereafter in this report, the deficiencies listed by Mr. Lindsay are identified by the numerical entries in his letter. The Idaho Power Company is referred to as the applicant.

Observations of Scour and Transport at Coastal Structures from the 2011 Tohoku Tsunami - Implications for Flow in Natural Terrain

NASA Astrophysics Data System (ADS)

Petroff, C. M.

2011-12-01

Before the March 11, 2011 Tohoku tsunami, many communities along the Japan coast had shore protection barriers, some designed specifically to provide protection from tsunamis and others for typhoon and storm surge protection. A vast number of these structures were overtopped, damaged or destroyed by the high inundation and currents generated in the tsunami. Observations are presented about scour features at man-made coastal structures in the Tohoku region as well as the hydraulic transport of debris from these structures. Along with providing lessons for structure design and maintenance, these observations have implications for hydraulic transport in natural terrain, not only at hard points such as rock outcrops but also at other features such as river mouths, barrier islands and coastal dunes. As an example, Photo 1 shows the overtopping flow at the seawall at Noda, in the Iwate prefecture. From the point of view of hydraulics the type of flow seen in the photo is more like that at an in-line weir or spillway than the wave conditions for which the structure was designed. On the lee or downstream side of such structures, the flow is supercritical resulting in a supercritical to subcritical transition near the landward toe of the seawall. High flow velocities along with increased pore pressure and overturning flow create very deep scour in these locations Such as the zone clearly seen in Photo 2 behind the seawall at the Sendai airport. It is anticipated that similar hydraulic conditions would occur for flow over a high coastal dune ridge where the ridge would act as a flow control point and locally high velocities on the landward side of the ridge would result in high erosion and scour. Other examples are given.

Study of Diagenetic Features in Rudist Buildups of Cretaceous Edwards Formation Using Ground Based Hyperspectral Scanning and Terrestrial LiDAR

NASA Astrophysics Data System (ADS)

Krupnik, D.; Khan, S.; Okyay, U.; Hartzell, P. J.; Biber, K.

2015-12-01

Ground based remote sensing is a novel technique for development of digital outcrop models which can be instrumental in performing detailed qualitative and quantitative sedimentological analysis for the study of depositional environment, diagenetic processes, and hydrocarbon reservoir characterization. For this investigation, ground-based hyperspectral data collection is combined with terrestrial LiDAR to study outcrops of Late Albian rudist buildups of the Edwards formation in the Lake Georgetown Spillway in Williamson County, Texas. The Edwards formation consists of shallow water deposits of reef and associated inter-reef facies, including rudist bioherms and biostromes. It is a significant aquifer and was investigated as a hydrocarbon play in south central Texas. Hyperspectral data were used to map compositional variation in the outcrop by distinguishing spectral properties unique to each material. Lithological variation was mapped in detail to investigate the structure and composition of rudist buildups. Hyperspectral imagery was registered to a 3D model produced from the LiDAR point cloud with an accuracy of up to one pixel. Flat-topped toucasid-rich bioherm facies were distinguished from overlying toucasid-rich biostrome facies containing chert nodules, overlying sucrosic dolostones, and uppermost peloid wackestones and packstones of back-reef facies. Ground truth was established by petrographic study of samples from this area and has validated classification products of remote sensing data. Several types of porosity were observed and have been associated with increased dolomitization. This ongoing research involves integration of remotely sensed datasets to analyze geometrical and compositional properties of this carbonate formation at a finer scale than traditional methods have achieved and seeks to develop a workflow for quick and efficient ground based remote sensing-assisted outcrop studies.

Late Cenozoic geology and lacustrine history of Searles Valley, Inyo and San Bernardino Counties, California

USGS Publications Warehouse

Smith, George I.

2009-01-01

Searles Valley is an arid, closed basin lying 70 km east of the south end of the Sierra Nevada, California. It is bounded on the east and northeast by the Slate Range, on the west by the Argus Range and Spangler Hills, and on the south by the Lava Mountains; Searles (dry) Lake occupies the north-central part of the valley. During those parts of late Pliocene and Pleistocene time when precipitation and runoff from the east side of the Sierra Nevada into the Owens River were much greater than at present, a chain of as many as five large lakes was created, of which Searles Lake was third. The stratigraphic record left in Searles Valley when that lake expanded, contracted, or desiccated, is fully revealed by cores from beneath the surface of Searles (dry) Lake and partly recorded by sediments cropping out around the edge of the valley. The subsurface record is described elsewhere. This volume includes six geologic maps (scales: 1:50,000 and 1:10,000) and a text that describes the outcrop record, most of which represents sedimentation since 150 ka. Although this outcrop record is discontinuous, it provides evidence indicating the lake's water depths during each expansion, which the subsurface record does not. Maximum-depth lakes rose to the 2,280-ft (695 m) contour, the level of the spillway that led overflowing waters to Panamint Valley; that spillway is about 660 ft (200 m) above the present dry-lake surface. Several rock units of Tertiary and early Quaternary ages crop out in Searles Valley. Siltstone and sandstone of Tertiary age, mostly lacustrine in nature and locally deformed to near-vertical dips, are exposed in the southern part of the valley, as is the younger(?) upper Miocene Bedrock Spring Formation. Unnamed, mostly mafic volcanic rocks of probable Miocene or Pliocene age are exposed along the north and south edges of the basin. Slightly deformed lacustrine sandstones are mapped in the central-southwestern and southern parts of the study area. The Christmas Canyon Formation and deposits mapped as older gravel and older tufa are extensively exposed over much of the basin floor. The older gravel unit and the gravel facies of the Christmas Canyon Formation are boulder alluvial gravels; parts of these units are probably correlative. The lacustrine facies of the Christmas Canyon Formation includes the Lava Creek ash, which is dated at 0.64 Ma; the older tufa deposits may be equivalent in age to those sediments. Most of this study concerns sediments of the newly described Searles Lake Formation, whose deposition spanned the period between about 150 ka and 2 ka. Most of this formation is lacustrine in origin, but it includes interbedded alluvium. To extract as much geologic detail as possible, criteria were developed that permitted (1) intrabasin correlation of some thin outcrop units representative of only a few thousand years (or less), (2) identification of unconformities produced by subaerial erosion, (3) identification of unconformities produced by sublacustrine erosion, and (4) correlation of outcrop units with subsurface units. The Searles Lake Formation is divided into seven main units, many of which are subdivided on the five larger scale geologic maps. Units A (oldest), B, C, and D are dominantly lacustrine in origin. The Pleistocene-Holocene boundary is placed at the top of unit C. In areas that were a kilometer or more from shore at the time of deposition, deposits of units A,B, and C consist of fine, highly calcareous sand, silt, or clay; nearer to shore they consist of well-sorted coarse sand and gravel. Unit A has been locally subdivided into as many as four subunits, unit B into six subunits, and unit C into six subunits. The finer facies of units A, B, and C contain such high percentages of Caco3 that they are best described as marl. Sediments of unit C, and to a lesser extent those of unit B, are laminated with light- to white-colored layers of aragonite, calcite, or dolomite(?) that may repre

Dam-Breach hydrology of the Johnstown flood of 1889-challenging the findings of the 1891 investigation report.

PubMed

Coleman, Neil M; Kaktins, Uldis; Wojno, Stephanie

2016-06-01

In 1891 a report was published by an ASCE committee to investigate the cause of the Johnstown flood of 1889. They concluded that changes made to the dam by the South Fork Fishing and Hunting Club did not cause the disaster because the embankment would have been overflowed and breached if the changes were not made. We dispute that conclusion based on hydraulic analyses of the dam as originally built, estimates of the time of concentration and time to peak for the South Fork drainage basin, and reported conditions at the dam and in the watershed. We present a LiDAR-based volume of Lake Conemaugh at the time of dam failure (1.455 × 10(7) m(3)) and hydrographs of flood discharge and lake stage decline. Our analytical approach incorporates the complex shape of this dam breach. More than 65 min would have been needed to drain most of the lake, not the 45 min cited by most sources. Peak flood discharges were likely in the range 7200 to 8970 m(3) s(-1). The original dam design, with a crest ∼0.9 m higher and the added capacity of an auxiliary spillway and five discharge pipes, had a discharge capacity at overtopping more than twice that of the reconstructed dam. A properly rebuilt dam would not have overtopped and would likely have survived the runoff event, thereby saving thousands of lives. We believe the ASCE report represented state-of-the-art for 1891. However, the report contains discrepancies and lapses in key observations, and relied on excessive reservoir inflow estimates. The confidence they expressed that dam failure was inevitable was inconsistent with information available to the committee. Hydrodynamic erosion was a likely culprit in the 1862 dam failure that seriously damaged the embankment. The Club's substandard repair of this earlier breach sowed the seeds of its eventual destruction.

PowerWheel - A new look at waterwheels

DOE Office of Scientific and Technical Information (OSTI.GOV)

Weisman, R.N.; Broome, K.R.; Mayo, H.A.

1995-12-31

The PowerWheel is an advanced overshot water wheel, designed to generate electric power at drop structures on canals or on overflow spillways. Unlike the wheels of the 18th and 19th century which were designed to have maximum efficiency at a single flow rate, the current applications demand a wheel that can operate efficiently over a wide range of flows. The prototype PowerWheel will have a width to diameter ratio of 3 or more, in contrast to the wheels of the 19th century, which had large diameters and narrow widths. A model PowerWheel was built of plexiglass and delivered for testingmore » to the Imbt Hydraulics Laboratory at Lehigh University. The wheel has a diameter of 3.5 ft and is 16 in wide. The wheel contains 20 buckets and the bucket depth can be varied from a shallow depth of 4 in to a mid depth of 7 in to 10 in for the deep bucket. The blades have a rather simple geometry with a 4 in radius quarter circle at the outside of the wheel and then straight to the bottom of the bucket. The flume in which the wheel was tested has a width of 18 in. A hole was cut in the head box of the flume and a delivery chute was connected to the head box. The position of the chute can readily be moved up or down in relation to the wheel; for a fixed position of the chute on the head box, the slope of the chute can be changed because the chute was attached to the head box with a piano hinge. The laboratory flow system can deliver flow up to 6 cfs through a calibrated Venturi meter. The PowerWheel was subjected to flows ranging from 0.3 to 3.5 cfs.« less

New age constraints for the Saalian glaciation in northern central Europe: Implications for the extent of ice sheets and related proglacial lake systems

NASA Astrophysics Data System (ADS)

Lang, Jörg; Lauer, Tobias; Winsemann, Jutta

2018-01-01

A comprehensive palaeogeographic reconstruction of ice sheets and related proglacial lake systems for the older Saalian glaciation in northern central Europe is presented, which is based on the integration of palaeo-ice flow data, till provenance, facies analysis, geomorphology and new luminescence ages of ice-marginal deposits. Three major ice advances with different ice-advance directions and source areas are indicated by palaeo-ice flow directions and till provenance. The first ice advance was characterised by a southwards directed ice flow and a dominance of clasts derived from southern Sweden. The second ice advance was initially characterised by an ice flow towards the southwest. Clasts are mainly derived from southern and central Sweden. The latest stage in the study area (third ice advance) was characterised by ice streaming (Hondsrug ice stream) in the west and a re-advance in the east. Clasts of this stage are mainly derived from eastern Fennoscandia. Numerical ages for the first ice advance are sparse, but may indicate a correlation with MIS 8 or early MIS 6. New pIRIR290 luminescence ages of ice-marginal deposits attributed to the second ice advance range from 175 ± 10 to 156 ± 24 ka and correlate with MIS 6. The ice sheets repeatedly blocked the main river-drainage pathways and led to the formation of extensive ice-dammed lakes. The formation of proglacial lakes was mainly controlled by ice-damming of river valleys and major bedrock spillways; therefore the lake levels and extends were very similar throughout the repeated ice advances. During deglaciation the lakes commonly increased in size and eventually drained successively towards the west and northwest into the Lower Rhine Embayment and the North Sea. Catastrophic lake-drainage events occurred when large overspill channels were suddenly opened. Ice-streaming at the end of the older Saalian glaciation was probably triggered by major lake-drainage events.

A Coupled Approach with Stochastic Rainfall-Runoff Simulation and Hydraulic Modeling for Extreme Flood Estimation on Large Watersheds

NASA Astrophysics Data System (ADS)

Paquet, E.

2015-12-01

The SCHADEX method aims at estimating the distribution of peak and daily discharges up to extreme quantiles. It couples a precipitation probabilistic model based on weather patterns, with a stochastic rainfall-runoff simulation process using a conceptual lumped model. It allows exploring an exhaustive set of hydrological conditions and watershed responses to intense rainfall events. Since 2006, it has been widely applied in France to about one hundred watersheds for dam spillway design, and also aboard (Norway, Canada and central Europe among others). However, its application to large watersheds (above 10 000 km²) faces some significant issues: spatial heterogeneity of rainfall and hydrological processes and flood peak damping due to hydraulic effects (flood plains, natural or man-made embankment) being the more important. This led to the development of an extreme flood simulation framework for large and heterogeneous watersheds, based on the SCHADEX method. Its main features are: Division of the large (or main) watershed into several smaller sub-watersheds, where the spatial homogeneity of the hydro-meteorological processes can reasonably be assumed, and where the hydraulic effects can be neglected. Identification of pilot watersheds where discharge data are available, thus where rainfall-runoff models can be calibrated. They will be parameters donors to non-gauged watersheds. Spatially coherent stochastic simulations for all the sub-watersheds at the daily time step. Identification of a selection of simulated events for a given return period (according to the distribution of runoff volumes at the scale of the main watershed). Generation of the complete hourly hydrographs at each of the sub-watersheds outlets. Routing to the main outlet with hydraulic 1D or 2D models. The presentation will be illustrated with the case-study of the Isère watershed (9981 km), a French snow-driven watershed. The main novelties of this method will be underlined, as well as its perspectives and future improvements.

Geophysical investigations of geology and structure at the Martis Creek Dam, Truckee, California

USGS Publications Warehouse

Bedrosian, P.A.; Burton, B.L.; Powers, M.H.; Minsley, B.J.; Phillips, J.D.; Hunter, L.E.

2012-01-01

A recent evaluation of Martis Creek Dam highlighted the potential for dam failure due to either seepage or an earthquake on nearby faults. In 1972, the U.S. Army Corps of Engineers constructed this earthen dam, located within the Truckee Basin to the north of Lake Tahoe, CA for water storage and flood control. Past attempts to raise the level of the Martis Creek Reservoir to its design level have been aborted due to seepage at locations downstream, along the west dam abutment, and at the base of the spillway. In response to these concerns, the U.S. Geological Survey has undertaken a comprehensive suite of geophysical investigations aimed at understanding the interplay between geologic structure, seepage patterns, and reservoir and groundwater levels. This paper concerns the geologic structure surrounding Martis Creek Dam and emphasizes the importance of a regional-scale understanding to the interpretation of engineering-scale geophysical data. Our studies reveal a thick package of sedimentary deposits interbedded with Plio-Pleistocene volcanic flows; both the deposits and the flows are covered by glacial outwash. Magnetic field data, seismic tomography models, and seismic reflections are used to determine the distribution and chronology of the volcanic flows. Previous estimates of depth to basement (or the thickness of the interbedded deposits) was 100 m. Magnetotelluric soundings suggest that electrically resistive bedrock may be up to 2500 m deep. Both the Polaris Fault, identified outside of the study area using airborne LiDAR, and the previously unnamed Martis Creek Fault, have been mapped through the dam area using ground and airborne geophysics. Finally, as determined by direct-current resistivity imaging, time-domain electromagnetic sounding, and seismic refraction, the paleotopography of the interface between the sedimentary deposits and the overlying glacial outwash plays a principal role both in controlling groundwater flow and in the distribution of the observed seepage.

Sichuan Earthquake in China

NASA Technical Reports Server (NTRS)

2008-01-01

The Sichuan earthquake in China occurred on May 12, 2008, along faults within the mountains, but near and almost parallel the mountain front, northwest of the city of Chengdu. This major quake caused immediate and severe damage to many villages and cities in the area. Aftershocks pose a continuing danger, but another continuing hazard is the widespread occurrence of landslides that have formed new natural dams and consequently new lakes. These lakes are submerging roads and flooding previously developed lands. But an even greater concern is the possible rapid release of water as the lakes eventually overflow the new dams. The dams are generally composed of disintegrated rock debris that may easily erode, leading to greater release of water, which may then cause faster erosion and an even greater release of water. This possible 'positive feedback' between increasing erosion and increasing water release could result in catastrophic debris flows and/or flooding. The danger is well known to the Chinese earthquake response teams, which have been building spillways over some of the new natural dams.

This ASTER image, acquired on June 1, 2008, shows two of the new large landslide dams and lakes upstream from the town of Chi-Kua-Kan at 32o12'N latitude and 104o50'E longitude. Vegetation is green, water is blue, and soil is grayish brown in this enhanced color view. New landslides appear bright off-white. The northern (top) lake is upstream from the southern lake. Close inspection shows a series of much smaller lakes in an elongated 'S' pattern along the original stream path. Note especially the large landslides that created the dams. Some other landslides in this area, such as the large one in the northeast corner of the image, occur only on the mountain slopes, so do not block streams, and do not form lakes.

Debris flows resulting from glacial-lake outburst floods in tibet, China

USGS Publications Warehouse

Cui, P.; Dang, C.; Cheng, Z.; Scott, K.

2010-01-01

During the last 70 years of general climatic amelioration, 18 glacial-lake outburst floods (GLOFs) and related debris flows have occurred from 15 moraine-dammed lakes in Tibet, China. Catastrophic loss of life and property has occurred because of the following factors: the large volumes of water discharged, the steep gradients of the U-shaped channels, and the amount and texture of the downstream channel bed and bank material. The peak discharge of each GLOF exceeded 1000 m3/s. These flood discharges transformed to non-cohesive debris flows if the channels contained sufficient loose sediment for entrainment (bulking) and if their gradients were >1%. We focus on this key element, transformation, and suggest that it be included in evaluating future GLOF-related risk, the probability of transformation to debris flow and hyperconcentrated flow. The general, sequential evolution of the flows can be described as from proximal GLOFs, to sedimentladen streamflow, to hyperconcentrated flow, to non-cohesive debris flow (viscous or cohesive debris flow only if sufficient fine sediment is present), and then, distally, back to hyperconcentrated flow and sediment-laden streamflow as sediment is progressively deposited. Most of the Tibet examples transformed only to non-cohesive debris flows. The important lesson for future hazard assessment and mitigation planning is that, as a GLOF entrains (bulks) enough sediment to become a debris flow, the flow volume must increase by at least three times (the "bulking factor"). In fact, the transforming flow waves overrun and mix with downstream streamflow, in addition to adding the entrained sediment (and thus enabling addition of yet more sediment and a bulking factor in excess of three times). To effectively reduce the risk of GLOF debris flows, reducing the level of a potentially dangerous lake with a siphon or excavated spillway or installing gabions in combination with a downstream debris dam are the primary approaches.

Environmental geochemistry and sediment quality in Lake Pontchartrain: database development and review

USGS Publications Warehouse

Manheim, Frank T.; Flowers, George C.; McIntire, Andrew G.; Marot, Marcie; Holmes, Charles

1997-01-01

This paper reports on preliminary results of a project to develop a comprehensive data base of chemical and environmental information on sediments from Lake Pontchartrain, Louisiana, and surrounding water bodies. The goal is to evaluate all data for reliability and comparability, and to make it widely accessible and useful to all users. Methods for processing heterogeneous, historical data follow previous methods employed in the Boston Harbor and Massachusetts Bay area. Data from 11 different data sets, encompassing about 900 total samples, have been entered to date. Questionable or anomalous data were noted in a minority of cases. Problems tend to follow distinct patterns and are relatively easy to identify. Hence, comparability of data has not proven to be the major obstacle to synthesis efforts that was anticipated in earlier years (NRC, 1989). Quality-controlled data sets show that the bulk of sediment samples in the more central parts of Lake Pontchartrain have values within normal background for heavy metals like Cu, Pb, and Zn. The same or lower concentrations were found in the vicinity of the Bonnet Carre Spillway, representing influx from the Mississippi River. Mean concentrations for Cu, Pb, and Zn were 17, 21, and 74 µg/g (total dissolution analyses), respectively. However, values as high as 267 µg/g Pb and comparable increases for other metal and organic contaminants are found in sediments within 2 km of the coastal strip of New Orleans. Additional sampling in such areas and in other inland coastal waterways is needed, since such levels are above the threshold for potential toxic effects on benthic organisms, according to effects-based screening criteria. The most contaminated sites, Bayou Trepagnier and Bayou Bonfouca, involve industrial areas where waste discharge has now been controlled or remediated, but where sediments may retain large concentrations of contaminants, e.g. tenths of a percent of Pb, Cr, and Zn or more for Bayou Trepagnier.

Comparison of performance of inclinometer casing and TDR technique

NASA Astrophysics Data System (ADS)

Aghda, S. M. Fatemi; Ganjalipour, K.; Nabiollahi, K.

2018-03-01

TDR (Time Domain Reflectometry) and GPR (Ground Penetrating Radar) are two of the electromagnetic methods in applied geophysics, which using them for various applications are developing. The Time Domain Reflectometry is a remote sensing method that has been used for years to determine the nature of the materials and spatial location. The use of TDR system has led to innovative applications of it and comparing it with previous measuring techniques, since it has developed. In this study, not only a summary of the basics of TDR application for monitoring of ground deformation is offered, but also a comparison of this technology with other measurement techniques (inclinometer casing) is provided. Actually, this paper presents a case study in which the opportunity arose to compare these two technologies in detecting subsurface deformation in slopes. A TDR system includes a radar wave receiver & generator, a transmission line and a waveguide. The generated electro-magnetic pulse moves toward the waveguide within the conductor cable and enters the test environment. For this study, slopes overlooking the Darian dam bottom outlet, power house and spillway were instrumented with RG59/U coaxial cables for TDR monitoring and slope inclinometer. Coaxial cables - as a TDR sensor - and inclinometer casings were installed in a same bore hole where coaxial cable was attached to the inclinometer casing. Shear and tensile deformations of the cable, which is caused by ground movements, significantly impacts on cable reflection coefficient. In Darian dam boreholes, the cable points subject to the shear and stretch were correlated with deformation points of the inclinometer casings in incremental displacement graphs. This study shows that TDR technique is more sensitive than inclinometer casing for small movement in the slide planes. Because manual processing of TDR data is hard and need experienced personnel, the authors have designed an algorithm to compare the shape of the new TDR waveforms with the base reading waveform in order to monitor the subsurface deformations.

Working together to ensure safety at hydro projects

DOE Office of Scientific and Technical Information (OSTI.GOV)

Bartel, J.W.

Providing for public safety around a hydroelectric facility can be critically important to the welfare of a hydro-power producer. With this in mind, Wisconsin Electric Power Company and Wisconsin Public Service Corporation have worked together to develop consistent safety signage and several for their hydro projects. Although the two utilities sometimes compete for electric customers, they cooperate to ensure the safety to those customers. Both WE and WPS took steps in 1986 to make their operations safer through involvement in the Wisconsin/Michigan Hydro User Group. The organization has 25 members-primarily of electric utilities and paper companies-who operate hydro facilities inmore » the two states. The two areas that the HUG studied in public safety were signs and warning systems. HUG established a sign committee to study how to increase safety of people around hydro plants through signs, explained Ted Handrick, hydro plant superintendent at WPS. The committee's recommendations led to development of a statewide uniform sign system adopted by all HUG members. The committee used Wisconsin Department of Natural Resources' guidelines for warning signs and portages in developing the signage standards. HUG members are converting to these new sign standards as they replace old signs and/or install new signs. Notices describing the new signage system have been placed near each hydro plant, at boat landings, and in campgrounds. The signs are mounted well above ground level so they can be seen and easily read by recreationalists. Warning systems, in accordance with HUG warning standards, were installed at WE and WPS hydro facilities. These systems alert nearby recreational users of rapid increases in water flow when generating units are turned on or when spillway gates are opened. Soon after the authors installed equipment to remotely operate its hydro facilities, the utility experienced a dramatic increase increase in intrusion on dams and other structures at the projects.« less

A catastrophic meltwater flood event and the formation of the Hudson Shelf Valley

USGS Publications Warehouse

Thieler, E. Robert; Butman, Bradford; Schwab, William C.; Allison, Mead A.; Driscoll, Neal W.; Donnelly, John P.; Uchupi, Elazar

2007-01-01

The Hudson Shelf Valley (HSV) is the largest physiographic feature on the U.S. mid-Atlantic continental shelf. The 150-km long valley is the submerged extension of the ancestral Hudson River Valley that connects to the Hudson Canyon. Unlike other incised valleys on the mid-Atlantic shelf, it has not been infilled with sediment during the Holocene. Analyses of multibeam bathymetry, acoustic backscatter intensity, and high-resolution seismic reflection profiles reveal morphologic and stratigraphic evidence for a catastrophic meltwater flood event that formed the modern HSV. The valley and its distal deposits record a discrete flood event that carved 15-m high banks, formed a 120-km2 field of 3- to 6-m high bedforms, and deposited a subaqueous delta on the outer shelf. The HSV is inferred to have been carved initially by precipitation and meltwater runoff during the advance of the Laurentide Ice Sheet, and later by the drainage of early proglacial lakes through stable spillways. A flood resulting from the failure of the terminal moraine dam at the Narrows between Staten Island and Long Island, New York, allowed glacial lakes in the Hudson and Ontario basins to drain across the continental shelf. Water level changes in the Hudson River basin associated with the catastrophic drainage of glacial lakes Iroquois, Vermont, and Albany around 11,450 14C year BP (∼ 13,350 cal BP) may have precipitated dam failure at the Narrows. This 3200 km3 discharge of freshwater entered the North Atlantic proximal to the Gulf Stream and may have affected thermohaline circulation at the onset of the Intra-Allerød Cold Period. Based on bedform characteristics and fluvial morphology in the HSV, the maximum freshwater flux during the flood event is estimated to be ∼ 0.46 Sv for a duration of ∼ 80 days.

Evaluation of nature-like and technical fishways for the passage of alewives at two coastal streams in New England

USGS Publications Warehouse

Franklin, Abigail E.; Haro, Alex; Castro-Santos, Theodore; Noreika, John

2012-01-01

Nature-like fishways have been designed with the intent to reconnect river corridors and provide passage for all species occurring in a system. The approach is gaining popularity both in Europe and North America, but performance of these designs has not been quantitatively evaluated in a field setting for any North American species. Two nature-like fishways and three technical fishways in New England were evaluated for passage of anadromous adult alewives Alosa pseudoharengus by using passive integrated transponder (PIT) telemetry. A perturbation boulder rock ramp (32 m long; 4.2% slope) constructed in Town Brook (Plymouth, Massachusetts) passed 94% of the fish that made passage attempts, with most fish ascending the ramp in less than 22 min. In the East River (Guilford, Connecticut), a step-pool bypass design (48 m long; 7.1% slope) passed only 40% of attempting fish, with a median transit time of 75 min. In Town Brook, a technical pool-and-weir fishway (14 m long; 14.3% slope) exhibited poor entry and poor passage for the fish. In contrast, in the East River, two technical steeppass fishways (3 m long; 29.6% and 9.6% slopes) passed the majority of available fish, although one of these steeppass fishways may have lacked sufficient flow to attract fish to the entrance. In both Town Brook and the East River, tagged fish passed rapidly downstream through all fishways after spawning. In the East River, the amount of time fish spent in the spawning habitat before migrating downstream ranged from 1 to 41 d. These studies demonstrate that some nature-like and technical fishway designs can effectively facilitate passage of alewives, but a fishway's location in relation to a spillway is important, and further evaluations are required to more precisely identify the influence of the vertical drop per pool and the specific local hydraulics on alewife behaviors and passage performance.

Density-stratified flow events in Great Salt Lake, Utah, USA: implications for mercury and salinity cycling

USGS Publications Warehouse

Naftz, David L.; Carling, Gregory T.; Angeroth, Cory; Freeman, Michael; Rowland, Ryan; Pazmiño, Eddy

2014-01-01

Density stratification in saline and hypersaline water bodies from throughout the world can have large impacts on the internal cycling and loading of salinity, nutrients, and trace elements. High temporal resolution hydroacoustic and physical/chemical data were collected at two sites in Great Salt Lake (GSL), a saline lake in the western USA, to understand how density stratification may influence salinity and mercury (Hg) distributions. The first study site was in a causeway breach where saline water from GSL exchanges with less saline water from a flow restricted bay. Near-surface-specific conductance values measured in water at the breach displayed a good relationship with both flow and wind direction. No diurnal variations in the concentration of dissolved (total and MeHg loadings was observed during periods of elevated salinity. The second study site was located on the bottom of GSL where movement of a high-salinity water layer, referred to as the deep brine layer (DBL), is restricted to a naturally occurring 1.5-km-wide “spillway” structure. During selected time periods in April/May, 2012, wind-induced flow reversals in a railroad causeway breach, separating Gunnison and Gilbert Bays, were coupled with high-velocity flow pulses (up to 55 cm/s) in the DBL at the spillway site. These flow pulses were likely driven by a pressure response of highly saline water from Gunnison Bay flowing into the north basin of Gilbert Bay. Short-term flow reversal events measured at the railroad causeway breach have the ability to move measurable amounts of salt and Hg from Gunnison Bay into the DBL. Future disturbance to the steady state conditions currently imposed by the railroad causeway infrastructure could result in changes to the existing chemical balance between Gunnison and Gilbert Bays. Monitoring instruments were installed at six additional sites in the DBL during October 2012 to assess impacts from any future modifications to the railroad causeway.

Bathymetry of Bonnie Doone Lake, Kornbow Lake, Mintz Pond, and Glenville Lake, Cumberland County, North Carolina, 1996-98

USGS Publications Warehouse

Giorgino, M.J.; Strain, R.E.

1999-01-01

Bathymetric surveys were conducted at four water-supply impoundments of Little Cross Creek in Cumberland County, North Carolina. The surveys were conducted in April 1996 at Mintz Pond and Glenville Lake, and in January 1998 at Bonnie Doone Lake and Kornbow Lake. The resulting bathymetric maps are the first to cover the entire range in depth for these reservoirs and provide a framework for future evaluations of bathymetry and storage capacity. Bathymetric maps were constructed from depth and position data collected at each reservoir. A boat-mounted, research-grade fathometer was used to record water depths with a vertical accuracy of 0.1 foot. At Mintz Pond and Glenville Lake, position was measured by using a wide-band laser tracking system interfaced with a total station survey instrument. This positioning method required multiple land-based control points to be established and was hampered by line-of-sight restrictions between the control points and the boat. At Bonnie Doone Lake and Kornbow Lake, a global positioning system was used to collect differentially corrected location data. This positioning method enabled more rapid data collection, eliminated the need for land-based control points, and provided improved data coverage. Spillway elevations range from 172.8 feet above mean sea level at Bonnie Doone Lake to 113.1 feet at Glenville Lake. Surface area and storage volume were computed for each reservoir and were related to water-surface elevations at 1-foot intervals. The combined surface acreage of the four Little Cross Creek reservoirs at their full-pool elevations is 120.97 acres, consisting of 21.20 acres at Bonnie Doone Lake, 47.09 acres at Kornbow Lake, 15.56 acres at Mintz Pond, and 37.12 acres at Glenville Lake. The four reservoirs have a combined usable storage capacity of 674.91 acre-feet, which is the sum of 127.93 acre-feet in Bonnie Doone Lake, 320.62 acre-feet in Kornbow Lake, 53.25 acre-feet in Mintz Pond, and 173.11 acre-feet in Glenville Lake.

A Case Study on Hydrodynamic Modeling and Design Improvement Evaluation to Manage Debris and Sediment Interference at a Water Intake Structure

NASA Astrophysics Data System (ADS)

Crissman, B. J.; Cunderlik, J. M.; Wong, R. P. L.; Pinero, A.

2017-12-01

Waterford 3 nuclear plant, located in Killona, Louisiana, provides approximately 10% of the state's electricity need. Located along the south bank of the Mississippi River, two miles upstream of the Bonnet Carre Spillway, the plant's single pass through cooling system continuously draws up to 1,000,000 gpm water from the river. On behalf of Entergy Louisiana, the project team evaluated options to improve the aging water intake structure with chronic debris and sediment entrainment issues. The highly complex and dynamic environment in the river coupled with regulatory constraints limited available improvement options: varying river stages allow debris to overflow the intake structure, but the maximum new wall height is restricted to minimize aesthetic intrusion and alteration to levee tie-back; bow waves push debris into the downstream intake wall, but the wall needs to maintain an opening to flush debris out from the intake structure; the river delivers significant sediment load, but any proposed intake structure cannot significantly alter existing bathymetry; EPA Clean Water Act Section 316(b) limited maximum velocity at the intake structure to 0.5 fps for entrainment prevention. To expedite alternative evaluation while providing sufficient data to inform management decision, instead of developing physical models, the project team developed a two-tier approach utilizing the TELEMAC hydrodynamic program to prepare screening analysis in 2D modeling and final evaluation in 3D modeling. The model was built upon the USACE ERDC ADH model, calibrated with river gauge data and peer reviewed by ERDC. TELEMAC, developed by EDF, provides novel features for modeling improvement options, including the recommended design concept, which is a hydraulically optimized intake geometry configured to maintain uniform intake flow while streamlining river flowline for debris and sediment deflection. The design includes submerged inlets with upstream and downstream walls to block floating debris and bed load movement, large intake screens to reduce velocity, and a log-boom debris deflection system that floats with the river level. This project demonstrated a time and cost efficient approach to develop reliable solutions and hydrodynamic data describing design alternatives performance.

A millennial-scale record of tidewater glacier advance and retreat, SW Greenland.

NASA Astrophysics Data System (ADS)

Pearce, Danni; Mair, Doug; Rea, Brice; Schofield, Ed; Lea, James; Barr, Iestyn; Kamenos, Nick; Schoenrock, Kate

2017-04-01

Tidewater glaciers (TWGs) exert a major control on the short- and long-term mass balance of the Greenland Ice Sheet (GrIS) and have experienced widespread retreat over the last century. However, in many cases inferences on their dynamics, prior to this, are poorly constrained due to a lack of observations and paucity of mapped or mappable deglacial geomorphology. Especially lacking is evidence associated with TWG advance during the Little Ice Age (LIA, AD c. 1300 to 1850). Such data are crucial for numerical model calibration and validation in order to more confidently forward model ice sheet dynamics and projection future sea-level rise. Therefore, empirical data constraints from the palaeo-record, that span such timescales (decadal to millennial), are essential. Kangiata Nunaata Sermia (KNS) is the most dynamic TWG in SW Greenland, located c. 100 km inland from Nuuk, at the head of Godthabsfjord. KNS has received considerable research attention over the last decade but glacial geomorphological and numerical dating investigations have been limited. However, the adjacent topography and geomorphology presents a unique opportunity to reconstruct the advance and retreat dynamics over the LIA. We present detailed glacial geomorphological mapping for KNS, which followed a morphostratigraphic approach, using a combination of aerial photos, Landsat, a DEM and field mapping. This identified a three landsystems, which are associated with the LIA, pre-LIA and neoglacial. From the mapping inferences on rapid changes in meltwater routing have been inferred. When KNS reached its LIA maximum (c. 1761), the calving front was c. >22 km further along the fjord than present and a number of ice-dammed lakes were formed. We present new 14C dating from peat underlying lake sediments associated with an ice-dammed lake and buried palaeosols resulting from meltwater re-routing over topographic spillways. The ages support an early and rapid LIA advance phase, with advance rates being comparable with published data from Columbia Glacier during the LIA (Nick et al., 2007, JGR). This centennial to millennial timescale record of TWG dynamics, will provide a dataset for numerical model calibration and validation linking calving glacier dynamics to atmospheric and oceanic forcing.

An "Ensemble Approach" to Modernizing Extreme Precipitation Estimation for Dam Safety Decision-Making

NASA Astrophysics Data System (ADS)

Cifelli, R.; Mahoney, K. M.; Webb, R. S.; McCormick, B.

2017-12-01

To ensure structural and operational safety of dams and other water management infrastructure, water resources managers and engineers require information about the potential for heavy precipitation. The methods and data used to estimate extreme rainfall amounts for managing risk are based on 40-year-old science and in need of improvement. The need to evaluate new approaches based on the best science available has led the states of Colorado and New Mexico to engage a body of scientists and engineers in an innovative "ensemble approach" to updating extreme precipitation estimates. NOAA is at the forefront of one of three technical approaches that make up the "ensemble study"; the three approaches are conducted concurrently and in collaboration with each other. One approach is the conventional deterministic, "storm-based" method, another is a risk-based regional precipitation frequency estimation tool, and the third is an experimental approach utilizing NOAA's state-of-the-art High Resolution Rapid Refresh (HRRR) physically-based dynamical weather prediction model. The goal of the overall project is to use the individual strengths of these different methods to define an updated and broadly acceptable state of the practice for evaluation and design of dam spillways. This talk will highlight the NOAA research and NOAA's role in the overarching goal to better understand and characterizing extreme precipitation estimation uncertainty. The research led by NOAA explores a novel high-resolution dataset and post-processing techniques using a super-ensemble of hourly forecasts from the HRRR model. We also investigate how this rich dataset may be combined with statistical methods to optimally cast the data in probabilistic frameworks. NOAA expertise in the physical processes that drive extreme precipitation is also employed to develop careful testing and improved understanding of the limitations of older estimation methods and assumptions. The process of decision making in the midst of uncertainty is a major part of this study. We will speak to how the ensemble approach may be used in concert with one another to manage risk and enhance resiliency in the midst of uncertainty. Finally, the presentation will also address the implications of including climate change in future extreme precipitation estimation studies.

Adapting to climate change or to stakeholders?

NASA Astrophysics Data System (ADS)

Bruggeman, Adriana; Camera, Corrado; Giannakis, Elias; Zoumides, Christos; Eliades, Marinos; Djuma, Hakan

2015-04-01

The Tamassos dam protects the Pedieos watershed in Cyprus against floods. The waterbody behind the dam serves as a new biodiversity and recreational resource. Water from the dam is also used for domestic water supply for nearby rural communities. However, this peaceful picture is threatened by climate change. Regional Climate Models indicate a drier and warmer Pedieos watershed in the near future (2020-2050). Interviews and meetings with a wide variety of stakeholders, for the development of a climate change adaptation plan for the Pedieos watershed, has created even more uncertainties than climate change. Environmental-minded stakeholders suggested to demolish the dam and to return the watershed to its natural state and the water to downstream ecosystems. Agricultural producers would also like to see the return of stream flows, such that they can divert or impound the water for groundwater recharge and subsequent irrigation. Community leaders similarly prefer stream flows for the recharge of the alluvial river aquifers, to allow them to abstract more groundwater for community water supply. Downstream authorities have different concerns. Here the usually dry river bed serves as the drainage of the urban agglomeration of the capital of Nicosia; and has been identified as an area of potentially significant flood risk for the European Flood Directive (2007/60/EC). The largest storm event in the upstream area in the recent past occurred in January 1989, before the construction of the dam. The runoff totalled 3.1 million m3 in one day and 4.4 million m3 in two days. Thus, part of the runoff would have flown straight through the spillway of the 2.8 million m3 dam reservoir. Average annual precipitation in the highly sloping, forested upstream area is 500 mm, while stream flows average 4.7 million m3/yr (1981-2001). This results in an average runoff coefficient of 19% for the 45-km2 upstream area. Past observations, climate change projections and hydrologic models facilitate the development of sustainable adaptation solutions. However, reconciling the diverging visions and water demands of the stakeholders will be a tougher problem to solve. This research is supported by the European Union's FP7 BEWATER project (GA 612385).

Siphateles (Gila) sp. and Catostomus sp. from the Pleistocene OIS-6 Lake Gale, Panamint Valley, Owens River system, California

NASA Astrophysics Data System (ADS)

Jayko, A. S.; Forester, R. M.; Smith, G. R.

2014-12-01

Panamint Valley lies within the Owens River system which linked southeastern Sierra Nevada basins between Mono Lake and Death Valley during glacial-pluvial times. Previous work indicates that late Pleistocene glacial-pluvial Lake Gale, Panamint Valley was an open system during OIS-6, a closed ground water supported shallow lake during OIS-4, and the terminal lake basin for the Owens River system during OIS-2. We here report the first occurrence of fossil fish from the Plio-Pleistocene Panamint basin. Fish remains are present in late Pleistocene OIS-6 nearshore deposits associated with a highstand that was spillway limited at Wingate Wash. The deposits contain small minnow-sized remains from both Siphateles or Gila sp. (chubs) and Catostomus sp. (suckers) from at least four locations widely dispersed in the basin. Siphateles or Gila sp. and Catostomus are indigenous to the Pleistocene and modern Owens River system, in particular to the historic Owens Lake area. Cyprinodon (pupfish) and Rhinichthys (dace) are known from the modern Amargosa River and from Plio-Pleistocene deposits in Death Valley to the east. The late Pleistocene OIS-6 to OIS-2 lacustrine and paleohydrologic record in Panamint basin is interpreted from ostracod assemblages, relative abundance of Artemia sp. pellets, shallow water indicators including tufa fragments, ruppia sp. fragments and the relative abundance of charophyte gyrogonites obtained from archived core, as well as faunal assemblages from paleoshoreline and nearshore deposits. The OIS-4 groundwater supported shallow saline lake had sufficiently low ratios of alkalinity to calcium (alk/Ca) to support the occurrence of exotic Elphidium sp. (?) foraminfera which are not observed in either OIS-2 or OIS-6 lacustrine deposits. The arrival of Owens River surface water into Panamint Basin during OIS-2 is recorded by the first appearance of the ostracod Limnocythere sappaensis at ~27 m depth in an ~100 m archived core (Smith and Pratt, 1957) which extends between OIS-5 and post OIS-2 based on based on proxy correlation with the marine oxygen isotope record.

Lower Granite Dam Smolt Monitoring Program, 2005-2006 Annual Report.

DOE Office of Scientific and Technical Information (OSTI.GOV)

Mensik, Fred; Rapp, Shawn; Ross, Doug

2007-01-01

The 2005 fish collection season at Lower Granite Dam (LGR) was characterized by average water temperatures, below average flows, above average spill, low levels of debris and the record number of smolts collected compared to the previous five years. With the continued release of unclipped supplementation chinook and steelhead above LGR, we cannot accurately distinguish wild chinook, steelhead, and sockeye/kokanee in the sample. For the purposes of this report we will designate fish as clipped and unclipped. This season a total of 13,030,967 juvenile salmonids were collected at LGR. Of these, 12,099,019 were transported to release sites below Bonneville Dam,more » 12,032,623 by barge and 66,396 by truck. An additional 898,235 fish were bypassed to the river due to over-capacity of the raceways, barges or trucks and for research purposes. This was the first season of summer spill at LGR. Spill was initiated at 12:01am June 20 as directed by the ruling set forth by Judge James Redden of the United States District Court (Order CV 01-640-RE). In addition, the Lower Granite project also conducted a summer spill test alternating spill and spill patterns between spill to the gas cap without the removable spillway weir (RSW) and spill with up to 20 kcfs utilizing the RSW. Because of the forecast low flow this year, most hatchery reared subyearling fall chinook were released up to three weeks early. With the unexpected high flows in late May and early June, more than 90% of the subyearling chinook were collected prior to the initiation of the court ordered summer spill program. Collection number fluctuations reflect river flow and project operations for any given year. For example, low flow years (2001, 2004 and 2005) result in higher collection numbers. Court ordered spill throughout the summer migration will directly affect collection of fall subyearling chinook collection numbers. The editors of this report urge the reader to use caution when comparing fish collection numbers between years, considering both annual river flows and annual project operations, because both affect fish migration and collection.« less

Lower Granite Dam Smolt Monitoring Program, Annual Report 2005-2006.

DOE Office of Scientific and Technical Information (OSTI.GOV)

Menski, Fred

2007-01-01

The 2005 fish collection season at Lower Granite Dam (LGR) was characterized by average water temperatures, below average flows, above average spill, low levels of debris and the record number of smolts collected compared to the previous five years. With the continued release of unclipped supplementation chinook and steelhead above LGR, we cannot accurately distinguish wild chinook, steelhead, and sockeye/kokanee in the sample. For the purposes of this report we will designate fish as clipped and unclipped. This season a total of 13,030,967 juvenile salmonids were collected at LGR. Of these, 12,099,019 were transported to release sites below Bonneville Dam,more » 12,032,623 by barge and 66,396 by truck. An additional 898,235 fish were bypassed to the river due to over-capacity of the raceways, barges or trucks and for research purposes. This was the first season of summer spill at LGR. Spill was initiated at 12:01am June 20 as directed by the ruling set forth by Judge James Redden of the United States District Court (Order CV 01-640-RE). In addition, the Lower Granite project also conducted a summer spill test alternating spill and spill patterns between spill to the gas cap without the removable spillway weir (RSW) and spill with up to 20 kcfs utilizing the RSW. Because of the forecast low flow this year, most hatchery reared subyearling fall chinook were released up to three weeks early. With the unexpected high flows in late May and early June, more than 90% of the subyearling chinook were collected prior to the initiation of the court ordered summer spill program. Collection number fluctuations reflect river flow and project operations for any given year. For example, low flow years (2001, 2004 and 2005) result in higher collection numbers. Court ordered spill throughout the summer migration will directly affect collection of fall subyearling chinook collection numbers. The editors of this report urge the reader to use caution when comparing fish collection numbers between years, considering both annual river flows and annual project operations, because both affect fish migration and collection.« less

Variation of Probable Maximum Precipitation in Brazos River Basin, TX

NASA Astrophysics Data System (ADS)

Bhatia, N.; Singh, V. P.

2017-12-01

The Brazos River basin, the second-largest river basin by area in Texas, generates the highest amount of flow volume of any river in a given year in Texas. With its headwaters located at the confluence of Double Mountain and Salt forks in Stonewall County, the third-longest flowline of the Brazos River traverses within narrow valleys in the area of rolling topography of west Texas, and flows through rugged terrains in mainly featureless plains of central Texas, before its confluence with Gulf of Mexico. Along its major flow network, the river basin covers six different climate regions characterized on the basis of similar attributes of vegetation, temperature, humidity, rainfall, and seasonal weather changes, by National Oceanic and Atmospheric Administration (NOAA). Our previous research on Texas climatology illustrated intensified precipitation regimes, which tend to result in extreme flood events. Such events have caused huge losses of lives and infrastructure in the Brazos River basin. Therefore, a region-specific investigation is required for analyzing precipitation regimes along the geographically-diverse river network. Owing to the topographical and hydroclimatological variations along the flow network, 24-hour Probable Maximum Precipitation (PMP) was estimated for different hydrologic units along the river network, using the revised Hershfield's method devised by Lan et al. (2017). The method incorporates the use of a standardized variable describing the maximum deviation from the average of a sample scaled by the standard deviation of the sample. The hydrometeorological literature identifies this method as more reasonable and consistent with the frequency equation. With respect to the calculation of stable data size required for statistically reliable results, this study also quantified the respective uncertainty associated with PMP values in different hydrologic units. The corresponding range of return periods of PMPs in different hydrologic units was further evaluated using the inverse CDF functions of the most appropriate probability distributions. The analysis will aid regional water boards in designing hydraulic structures, such as dams, spillways, levees, and in identifying and implementing prevention and control mechanisms for extreme flood events resulting from the PMPs.

Geologic history of the Cerberus Plains, Mars

NASA Astrophysics Data System (ADS)

Lanagan, Peter Denham

This work examines the relative chronology of geologic units within the Cerberus Plains of Mars with an emphasis on lava flows emplaced after the last Marte Valles fluvial episode. High resolution images show the bulk of the Cerberus Plains is covered by platy-ridged and inflated lavas, which are interpreted as insulated sheet flows. Eastern Cerberus Plains lavas originate at Cerberus Fossae fissures and shields. Some flows extend for >2000 km through Marte Valles into Amazonis Planitia. Athabasca Valles are both incised into pristine lavas and embayed by pristine lavas, indicating that Athabascan fluvial events were contemporaneous with volcanic eruptions. Deposits of the Medusae Fossae Formation lie both over and under lavas, suggesting the deposition of the Medusae Fossae Formation was contemporaneous with volcanism. Statistics of small craters indicate lavas in the Western Cerberus Plains may be less than a million years old, but the model isochrons may be unreliable if the small crater population is dominated by secondary craters. Images showing no large craters with diameters >500 m superimposed on Western Cerberus Plains lavas indicate the same surface is younger than 49 Ma. High resolution Mars Orbiter Camera (MOC) images have revealed the existence of small cones in the Cerberus Plains, Marte Valles, and Amazonis Planitia. These cones are similar in both morphology and planar dimensions to the larger Icelandic rootless cones, which form due to explosive interactions between surficial lavas and near-surface groundwater. If martian cones form in the same manner as terrestrial rootless cones, then equatorial ground-ice or ground water must have been present near the surface in geologically recent times. Evidence for a shallow lake in the Western Cerberus Plains during the Late Amazonian is also presented. High-resolution images show features interpreted as flood-eroded scarps and fluvial spillways exiting the lake. Based on present-day topography, a lake would have covered an area of 8.4 x 10 4 km 2 , had an average depth of 12 m, and have contained a volume of 1.0 x 10 3 km 3 of water. Lake waters were likely primarily lost to the atmosphere through sublimation, although some quantity of water likely spilled into the Eastern Cerberus Plains or infiltrated into the shallow crust.

Geomorphic change and sediment transport during a small artificial flood in a transformed post-dam delta: The Colorado River delta, United States and Mexico

USGS Publications Warehouse

Mueller, Erich R.; Schmidt, John C.; Topping, David J.; Shafroth, Patrick B.; Rodríguez-Burgueño, Jesús Eliana; Ramírez-Hernández, Jorge; Grams, Paul E.

2017-01-01

The Colorado River delta is a dramatically transformed landscape. Major changes to river hydrology and morpho-dynamics began following completion of Hoover Dam in 1936. Today, the Colorado River has an intermittent and/or ephemeral channel in much of its former delta. Initial incision of the river channel in the upstream ∼50 km of the delta occurred in the early 1940s in response to spillway releases from Hoover Dam under conditions of drastically reduced sediment supply. A period of relative quiescence followed, until the filling of upstream reservoirs precipitated a resurgence of flows to the delta in the 1980s and 1990s. Flow releases during extreme upper basin snowmelt in the 1980s, flood flows from the Gila River basin in 1993, and a series of ever-decreasing peak flows in the late 1990s and early 2000s further incised the upstream channel and caused considerable channel migration throughout the river corridor. These variable magnitude post-dam floods shaped the modern river geomorphology. In 2014, an experimental pulse-flow release aimed at rejuvenating the riparian ecosystem and understanding hydrologic dynamics flowed more than 100 km through the length of the delta’s river corridor. This small artificial flood caused localized meter-scale scour and fill of the streambed, but did not cause further incision or significant bank erosion because of its small magnitude. Suspended-sand-transport rates were initially relatively high immediately downstream from the Morelos Dam release point, but decreasing discharge from infiltration losses combined with channel widening downstream caused a rapid downstream reduction in suspended-sand-transport rates. A zone of enhanced transport occurred downstream from the southern U.S.-Mexico border where gradient increased, but effectively no geomorphic change occurred beyond a point 65 km downstream from Morelos Dam. Thus, while the pulse flow connected with the modern estuary, deltaic sedimentary processes were not restored, and relatively few new open surfaces were created for establishment of native riparian vegetation. Because water in the Colorado River basin is completely allocated, exceptional floods from the Gila River basin are the most likely mechanism for major changes to delta geomorphology for the foreseeable future.

Bathymetry and capacity of Shawnee Reservoir, Oklahoma, 2016

USGS Publications Warehouse

Ashworth, Chad E.; Smith, S. Jerrod; Smith, Kevin A.

2017-02-13

Shawnee Reservoir (locally known as Shawnee Twin Lakes) is a man-made reservoir on South Deer Creek with a drainage area of 32.7 square miles in Pottawatomie County, Oklahoma. The reservoir consists of two lakes connected by an equilibrium channel. The southern lake (Shawnee City Lake Number 1) was impounded in 1935, and the northern lake (Shawnee City Lake Number 2) was impounded in 1960. Shawnee Reservoir serves as a municipal water supply, and water is transferred about 9 miles by gravity to a water treatment plant in Shawnee, Oklahoma. Secondary uses of the reservoir are for recreation, fish and wildlife habitat, and flood control. Shawnee Reservoir has a normal-pool elevation of 1,069.0 feet (ft) above North American Vertical Datum of 1988 (NAVD 88). The auxiliary spillway, which defines the flood-pool elevation, is at an elevation of 1,075.0 ft.The U.S. Geological Survey (USGS), in cooperation with the City of Shawnee, has operated a real-time stage (water-surface elevation) gage (USGS station 07241600) at Shawnee Reservoir since 2006. For the period of record ending in 2016, this gage recorded a maximum stage of 1,078.1 ft on May 24, 2015, and a minimum stage of 1,059.1 ft on April 10–11, 2007. This gage did not report reservoir storage prior to this report (2016) because a sufficiently detailed and thoroughly documented bathymetric (reservoir-bottom elevation) survey and corresponding stage-storage relation had not been published. A 2011 bathymetric survey with contours delineated at 5-foot intervals was published in Oklahoma Water Resources Board (2016), but that publication did not include a stage-storage relation table. The USGS, in cooperation with the City of Shawnee, performed a bathymetric survey of Shawnee Reservoir in 2016 and released the bathymetric-survey data in 2017. The purposes of the bathymetric survey were to (1) develop a detailed bathymetric map of the reservoir and (2) determine the relations between stage and reservoir storage capacity and between stage and reservoir surface area. The bathymetric map may serve as a baseline to which temporal changes in storage capacity, due to sedimentation and other factors, can be compared. The stage-storage relation may be used in the reporting of real-time Shawnee Reservoir storage capacity at USGS station 07241600 to support water-resource management decisions by the City of Shawnee.

Trade-off analysis of discharge-desiltation-turbidity and ANN analysis on sedimentation of a combined reservoir-reach system under multi-phase and multi-layer conjunctive releasing operation

NASA Astrophysics Data System (ADS)

Huang, Chien-Lin; Hsu, Nien-Sheng; Wei, Chih-Chiang; Yao, Chun-Hao

2017-10-01

Multi-objective reservoir operation considering the trade-off of discharge-desiltation-turbidity during typhoons and sediment concentration (SC) simulation modeling are the vital components for sustainable reservoir management. The purposes of this study were (1) to analyze the multi-layer release trade-offs between reservoir desiltation and intake turbidity of downstream purification plants and thus propose a superior conjunctive operation strategy and (2) to develop ANFIS-based (adaptive network-based fuzzy inference system) and RTRLNN-based (real-time recurrent learning neural networks) substitute SC simulation models. To this end, this study proposed a methodology to develop (1) a series of multi-phase and multi-layer sediment-flood conjunctive release modes and (2) a specialized SC numerical model for a combined reservoir-reach system. The conjunctive release modes involve (1) an optimization model where the decision variables are multi-phase reduction/scaling ratios and the timings to generate a superior total release hydrograph for flood control (Phase I: phase prior to flood arrival, Phase II/III: phase prior to/subsequent to peak flow) and (2) a combination method with physical limitations regarding separation of the singular hydrograph into multi-layer release hydrographs for sediment control. This study employed the featured signals obtained from statistical quartiles/sediment duration curve in mesh segmentation, and an iterative optimization model with a sediment unit response matrix and corresponding geophysical-based acceleration factors, for efficient parameter calibration. This research applied the developed methodology to the Shihmen Reservoir basin in Taiwan. The trade-off analytical results using Typhoons Sinlaku and Jangmi as case examples revealed that owing to gravity current and re-suspension effects, Phase I + II can de-silt safely without violating the intake's turbidity limitation before reservoir discharge reaches 2238 m3/s; however, Phase III can only de-silt after the release at spillway reaches 827 m3/s, and before reservoir discharge reaches 1924 m3/s, with corresponding maximum desiltation ratio being 0.221 and 0.323, respectively. Moreover, the model construction results demonstrated that the self-adaption/fuzzy inference of ANFIS can effectively simulate the SC hydrograph in an unsteady state for suspended load-dominated water bodies, and that the real-time recurrent deterministic routing of RTRLNN can accurately simulate that of a bedload-dominated flow regime.

Evaluating the landscape impact of renewable energy plants

NASA Astrophysics Data System (ADS)

Ioannidis, Romanos; Koutsoyiannis, Demetris

2017-04-01

Different types of renewable energy have been on an ongoing competition with each other. There has been a lot of research comparing the most common types of renewable energy plants in relation with their efficiency, cost and environmental impact. However, few papers so far have attempted to analyse their impact on landscape and there has never been in depth research on which type of renewable energy causes the least impact on the natural, cultural and aesthetic characteristics of a landscape. This seems to be a significant omission given the vast areas of land already covered with renewable energy plants and the worldwide plans for many more renewable energy projects in the future. Meanwhile, the low aesthetic quality of renewable energy plants has already been an obstacle to their further development, with several relevant examples from countries such as Spain and the Netherlands. There have even been cases where aesthetic degradation is the primary or even the single argument of the opposition to proposed plants. In any case, the aesthetic design and the integration of renewable energy plants into the landscape should really be important design parameters if we plan those projects to truly be sustainable and to be considered complete works of engineering. To initiate dialogue over those aspects of renewable energy, we provide a first comparison on hydro, solar and wind energy. To materialize this comparison, we use data from existing dams, photovoltaic and wind farms. Initially, the average area per MW covered by each type of energy plant is calculated and then evaluated qualitatively from a landscape-impact perspective. Although the area affected is comparable in these three cases, the analysis of the data suggests that dams offer a considerable amount of advantages compared to the other two types of plants. This conclusion arises from the fact that dams, whose basic impact to the landscape is the creation of an artificial lake, contribute much less to the industrialization of landscapes, as the area they require for their constructional and electromechanical works (main body, power station, spillway etc.) is several times smaller than in the other two cases discussed. Moreover, even this small area captured by the dam and is appurtenant structures has potential for architectural and cultural adaptability, which neither wind nor photovoltaic farms have.

Anthropogenic Warming Impacts on Today's Sierra Nevada Snowpack and Flood Severity

NASA Astrophysics Data System (ADS)

Huang, X.; Hall, A. D.; Berg, N.

2017-12-01

Focusing on this recent extreme wet year over California, this study investigates the warming impacts on the snowpack and the flood severity over the Sierra Nevada (SN), where the majority of the precipitation occurs during the winter season and early spring. One of our goals is to quantify anthropogenic warming impacts on the snow water equivalent (SWE) including recent historical warming and prescribed future projected warming scenarios; This work also explores to what extent flooding risk has increased under those warming cases. With a good representation of the historical precipitation and snowpack over the Sierra Nevada from the historical reference run at 9km (using WRF), the results from the offline Noah-MP simulations with perturbed near-surface temperatures reveal magnificent impacts of warming to the loss of the average snowpack. The reduction of the SWE under warming mainly results from the decreased rain-to-snow conversion with a weaker effect from increased snowmelt. Compared to the natural case, the past industrial warming decreased the maximum SWE by about one-fifth averaged over the study area. Future continuing warming can result in around one-third reduction of current maximum SWE under RCP4.5 emissions scenario, and the loss can reach to two-thirds under RCP8.5 as a "business-as-usual" condition. The impact of past warming is particularly outstanding over the North SN region where precipitation dominates and over the middle elevation regions where the snow mainly distributes. In the future, the warming impact on SWE progresses to higher regions, and so to the south and east. Under the business-as-usual scenario, the projected mid-elevation snowpack almost disappears by April 1st with even high-elevation snow reduced by about half. Along with the loss of the snowpack, as the temperature warms, floods can also intensify with increased early season runoff especially under heavy-rainy days caused by the weakened rain-to-snow processes and strengthened snow-melt mainly over the mid-elevation region. Under continuing warming and predicted intensified precipitation extremes in the coming century, the severity of floods can become much more disastrous and potentially shift from the north (where the Oroville Dam spillway emergency occurred this February) to the central and south SN regions.

A 13,500 Year Record of Holocene Climate, Fire and Vegetation from Swan Lake, Idaho, USA

NASA Astrophysics Data System (ADS)

Wahl, D.; Anderson, L.; Miller, D. M.; Rosario, J. J.; Starratt, S.; McGeehin, J. P.; Bright, J. E.

2015-12-01

Modern climate dynamics in the western US are largely determined by a combination of two factors: 1) the strength and position of midlatitude pressure systems, which, in turn, are responsible for the generation and trajectory of winter storms, and 2) the strength of the North America Monsoon (NAM) which brings summer precipitation northward in response to northern hemisphere warming. Paleoclimate records from the Great Basin of the western US suggest some coherence in the timing of major climatic shifts during the Holocene. However, knowledge of the timing and magnitude of these changes at local scales, which can help explain the relative contribution of midlatitude winter storms vs. NAM, is lacking in many places. Here we present new data that constrain the timing and magnitude of late glacial and Holocene climate variability in the northeastern Great Basin, provide insight into past spatial variability of precipitation patterns in the western US, and improve our understanding of regional scale influences on Great Basin climate. In 2011, a 7.65 m sediment core was raised from Swan Lake, a small wetland located in southeastern Idaho that was formed in the spillway channel created by the catastrophic flooding of Lake Bonneville ~18 ka BP. Pollen, charcoal, clumped isotope, diatom, ostracod, and sedimentological data are used to reconstruct vegetation, fire history, and lake level/groundwater flux over the last 13,500 years. Age control is provided by 19 AMS radiocarbon determinations, which are reported as thousands of calibrated years before present (ka BP). This effort builds on earlier work by Bright (1966) who reported on pollen, macrofossils, and sediment type from Swan Lake. Our data suggest cool and wet conditions prevailed until around 12.3 ka BP, after which a drying trend begins. The early Holocene was marked by a warmer, drier climate, which persisted until around 6.2 ka BP. Moister conditions after 6.2 ka BP likely resulted from a combination of enhanced NAM and increased winter storm activity. The period from 4.6-1.1 ka BP is characterized by increased variability, although it appears to have been relatively dry compared to the preceding two millennia. Data suggest that climate in the area was relatively wet from 1.1 ka BP to the present.

The LandCarbon Web Application: Advanced Geospatial Data Delivery and Visualization Tools for Communication about Ecosystem Carbon Sequestration and Greenhouse Gas Fluxes

NASA Astrophysics Data System (ADS)

Thomas, N.; Galey, B.; Zhu, Z.; Sleeter, B. M.; Lehmer, E.

2015-12-01

The LandCarbon web application (http://landcarbon.org) is a collaboration between the U.S. Geological Survey and U.C. Berkeley's Geospatial Innovation Facility (GIF). The LandCarbon project is a national assessment focused on improved understanding of carbon sequestration and greenhouse gas fluxes in and out of ecosystems related to land use, using scientific capabilities from USGS and other organizations. The national assessment is conducted at a regional scale, covers all 50 states, and incorporates data from remote sensing, land change studies, aquatic and wetland data, hydrological and biogeochemical modeling, and wildfire mapping to estimate baseline and future potential carbon storage and greenhouse gas fluxes. The LandCarbon web application is a geospatial portal that allows for a sophisticated data delivery system as well as a suite of engaging tools that showcase the LandCarbon data using interactive web based maps and charts. The web application was designed to be flexible and accessible to meet the needs of a variety of users. Casual users can explore the input data and results of the assessment for a particular area of interest in an intuitive and interactive map, without the need for specialized software. Users can view and interact with maps, charts, and statistics that summarize the baseline and future potential carbon storage and fluxes for U.S. Level 2 Ecoregions for 3 IPCC emissions scenarios. The application allows users to access the primary data sources and assessment results for viewing and download, and also to learn more about the assessment's objectives, methods, and uncertainties through published reports and documentation. The LandCarbon web application is built on free and open source libraries including Django and D3. The GIF has developed the Django-Spillway package, which facilitates interactive visualization and serialization of complex geospatial raster data. The underlying LandCarbon data is available through an open application programming interface (API), which will allow other organizations to build their own custom applications and tools. New features such as finer scale aggregation and an online carbon calculator are being added to the LandCarbon web application to continue to make the site interactive, visually compelling, and useful for a wide range of users.

Tree-regeneration and mortality patterns and hydrologic change in a forested karst wetland--Sinking Pond, Arnold Air Force Base, Tennessee

USGS Publications Warehouse

Wolfe, William J.; Evans, Jonathan P.; McCarthy, Sarah; Gain, W. Scott; Bryan, Bradley A.

2004-01-01

Multiple lines of evidence point to climate change as the driving factor suppressing tree regeneration since 1970 in Sinking Pond, a 35-hectare seasonally flooded karst depression located on Arnold Air Force Base near Manchester, Tennessee. Annual censuses of 162-193 seedling plots from 1997 through 2001 demonstrate that the critical stage for tree survival is the transition from seedling to sapling and that this transition is limited to shallow (less than 0.5 meters) ponding depths. Recruitment of saplings to the small adult class also was restricted to shallow areas. Analysis of the spatial and elevation distribution of tree-size classes in a representative 2.3-hectare area of Sinking Pond showed a general absence of overcup oak saplings and young adults in deep (ponding depth greater than 1 meter) and intermediate (ponding depth 0.5-1 meter) areas, even though overcup oak seedlings and mature trees are concentrated in these areas. Analysis of tree rings from 45 trees sampled in a 2.3-hectare spatial-analysis plot showed an even distribution of tree ages across ponding-depth classes from the 1800s through 1970, followed by complete suppression of recruitment in deep and intermediate areas after 1970. Trees younger than 30 years were spatially and vertically concentrated in a small area with shallow ponding depth, about 0.5 meter below the spillway elevation. Results of hydrologic modeling, based on rainfall and temperature records covering the period January 1854 through September 2002, show ponding durations after 1970 considerably longer than historical norms, across ponding-depth classes. This increase in ponding duration corresponds closely with similar increases documented in published analyses of streamflow and precipitation in the eastern United States and with the suppression of tree regeneration at ponding depths greater than 0.5 meter indicated by tree-ring analysis. Comparison of the simulated stage record for Sinking Pond with the ages and elevations of sampled trees shows that prolonged (200 days or more per year) inundation in more than 2 of the first 5 years after germination is inversely related to successful tree recruitment and that such inundation was rare before 1970 and common afterwards.

Very Low Head Turbine Deployment in Canada

NASA Astrophysics Data System (ADS)

Kemp, P.; Williams, C.; Sasseville, Remi; Anderson, N.

2014-03-01

The Very Low Head (VLH) turbine is a recent turbine technology developed in Europe for low head sites in the 1.4 - 4.2 m range. The VLH turbine is primarily targeted for installation at existing hydraulic structures to provide a low impact, low cost, yet highly efficient solution. Over 35 VLH turbines have been successfully installed in Europe and the first VLH deployment for North America is underway at Wasdell Falls in Ontario, Canada. Deployment opportunities abound in Canada with an estimated 80,000 existing structures within North America for possible low-head hydro development. There are several new considerations and challenges for the deployment of the VLH turbine technology in Canada in adapting to the hydraulic, environmental, electrical and social requirements. Several studies were completed to determine suitable approaches and design modifications to mitigate risk and confirm turbine performance. Diverse types of existing weirs and spillways pose certain hydraulic design challenges. Physical and numerical modelling of the VLH deployment alternatives provided for performance optimization. For this application, studies characterizing the influence of upstream obstacles using water tunnel model testing as well as full-scale prototype flow dynamics testing were completed. A Cold Climate Adaptation Package (CCA) was developed to allow year-round turbine operation in ice covered rivers. The CCA package facilitates turbine extraction and accommodates ice forces, frazil ice, ad-freezing and cold temperatures that are not present at the European sites. The Permanent Magnet Generator (PMG) presents some unique challenges in meeting Canadian utility interconnection requirements. Specific attention to the frequency driver control and protection requirements resulted in a driver design with greater over-voltage capability for the PMG as well as other key attributes. Environmental studies in Europe included fish friendliness testing comprised of multiple in-river live passage tests for a wide variety of fish species. Latest test results indicate fish passage survivability close to 100%. Further fish studies are planned in Canada later this year. Successful deployment must meet societal requirements to gain community acceptance and public approval. Aesthetics considerations include low noise, disguised control buildings and vigilant turbine integration into the low profile existing structures. The resulting design was selected for deployment at existing historic National Park waterway structures. The integration of all of these design elements permits the successful deployment of the VLH turbine in Canada.

Hydraulic shock waves in an inclined chute contraction

NASA Astrophysics Data System (ADS)

Jan, C.-D.; Chang, C.-J.

2009-04-01

A chute contraction is a common structure used in hydraulic engineering for typical reasons such as increase of bottom slope, transition from side channel intakes to tunnel spillways, reduction of chute width due to bridges, transition structures in flood diversion works, among others. One of the significant chute contractions in Taiwan is that used in the Yuanshantzu Flood Diversion Project of Keelung River. The diversion project is designed to divert flood water from upper Keelung River into East Sea with a capasity of 1,310 cubic meters per second for mitigating the flood damage of lower part of Keelung River basin in Northern Taiwan. An inclined chute contraction is used to connect Keelung River and a diversion turnel. The inlet and outlet works of the diversion project is located at Ruifang in the Taipei County of north Taiwan. The diameter of diversion tunnel is 12 meters and the total length of tunnel is 2,484 meters. The diversion project has been completed and successfully executed many times since 2004 to lower the water level of Keelung River in typhoon seasons for avioding flooding problems in the lower part of Keelung River basin. Flow in a chute contraction has complicated flow pattern due to the existence of shock waves in it. A simple and useful calculation procedure for the maximum height and its position of shock waves is essentially needed for the preliminary design stage of a chute contraction. Hydraulic shock waves in an inclined chute contraction were experimentally and numerically investigated in this study with the consideration of the effects of sidewall deflection angle, bottom inclination angle and Froude number of approaching flow. The flow pattern of hydraulic shock waves in a chute contraction was observed. The main issue of designing chute contraction is to estimate the height and position of maximum shock wave for the consideration of freeboards. Achieving this aim, the experimental data are adopted and analyzed for the shock angle, the height of maximum shock wave and the corresponding position of maximum shock wave. The dimensionless relations for the shock angle, the height of maximum shock wave and the corresponding position of maximum shock wave are obtained by regression analysis. These empirical regression relations, basically relating to the sidewall deflection angle, bottom angle and approach Froude number, are very useful for further practical engineering applications in chute contraction design for avoiding flow overtopping.

Desert agricultural terrace systems at EBA Jawa (Jordan) - Layout, water availability and efficiency

NASA Astrophysics Data System (ADS)

Meister, Julia; Krause, Jan; Müller-Neuhof, Bernd; Portillo, Marta; Reimann, Tony; Schütt, Brigitta

2016-04-01

Located in the arid basalt desert of northeastern Jordan, the Early Bronze Age (EBA) settlement of Jawa is by far the largest and best preserved archaeological EBA site in the region. Recent surveys in the close vicinity revealed well-preserved remains of three abandoned agricultural terrace systems. In the presented study these archaeological features are documented by detailed mapping and the analysis of the sediment records in a multi-proxy approach. To study the chronology of the terrace systems optically stimulated luminescence (OSL) is used. In order to evaluate the efficiency of the water management techniques and its impact on harvest yields, a crop simulation model (CropSyst) under today's climatic conditions is applied, simulating crop yields with and without (runoff) irrigation. In order to do so, a runoff time series for each agricultural terrace system and its catchment is generated, applying the SCS runoff curve number method (CN) based on rainfall and soil data. Covering a total area of 38 ha, irrigated terrace agriculture was practiced on slopes, small plateaus, and valleys in the close vicinity of Jawa. Floodwater from nearby wadis or runoff from adjacent slopes was collected and diverted via surface canals. The terraced fields were arranged in cascades, allowing effective water exploitation through a system of risers, canals and spillways. The examined terrace profiles show similar stratigraphic sequences of mixed unstratified fine sediments that are composed of small-scale relocated sediments with local origin. The accumulation of these fines is associated with the construction of agricultural terraces, forcing infiltration and storage of the water within the terraces. Two OSL ages of terrace fills indicate that the construction of these terrace systems started as early as 5300 ± 300 a, which fits well to the beginning of the occupation phase of Jawa at around 3.500 calBC, thus making them to the oldest examples of its kind in the Middle East known to date. The results for simulating yields of different crops and under different irrigation scenarios showed that simulated mean grain yields were greater under supplemental irrigation. Thereby, yields usually increase considerably with increasing catchment size and thus (runoff) irrigation. Moreover, there is a significant decrease of crop failures under irrigation. Overall, these agricultural terrace systems seem to have been very efficient and their construction required a good understanding of the local climate, hydrology, geomorphology & pedology.

Hydrodynamic and suspended-solids concentration measurements in Suisun Bay, California, 1995

USGS Publications Warehouse

Cuetara, Jay I.; Burau, Jon R.; Schoellhamer, David H.

2001-01-01

Sea level, current velocity, water temperature, salinity (computed from conductivity and temperature), and suspended-solids data collected in Suisun Bay, California, from May 30, 1995, through October 27, 1995, by the U.S. Geological Survey are documented in this report. Data were collected concurrently at 21 sites. Various parameters were measured at each site. Velocity-profile data were collected at 6 sites, single-point velocity measurements were made at 9 sites, salinity data were collected at 20 sites, and suspended-solids concentrations were measured at 10 sites. Sea-level and velocity data are presented in three forms; harmonic analysis results; time-series plots (sea level, current speed, and current direction versus time); and time-series plots of low-pass-filtered time series. Temperature, salinity, and suspended-solids data are presented as plots of raw and low-pass-filtered time series.The velocity and salinity data presented in this report document a period when the residual current patterns and salt field were transitioning from a freshwater-inflow-dominated condition towards a quasi steady-state summer condition when density-driven circulation and tidal nonlinearities became relatively more important as long-term transport mechanisms. Sacramento-San Joaquin River Delta outflow was high prior to and during this study, so the tidally averaged salinities were abnormally low for this time of year. For example, the tidally averaged salinities varied from 0-12 at Martinez, the western border of Suisun Bay, to a maximum of 2 at Mallard Island, the eastern border of Suisun Bay. Even though salinities increased overall in Suisun Bay during the study period, the near-bed residual currents primarily were directed seaward. Therefore, salinity intrusion through Suisun Bay towards the Delta primarily was accomplished in the absence of the tidally averaged, two-layer flow known as gravitational circulation where, by definition, the net currents are landward at the bed. The Folsom Dam spillway gate failure on July 17, 1995, was analyzed to determine the effect on the hydrodynamics of Suisun Bay. The peak flow of the American River reached roughly 1,000 cubic meters per second as a result of the failure, which is relatively small. This was roughly 15 percent of the approximate 7,000 cubic meters per second tidal flows that occur daily in Suisun Bay and was likely attenuated greatly. Based on analysis of tidally averaged near-bed salinity and depth-averaged currents after the failure, the effect was essentially nonexistent and is indistinguishable from the natural variability.

Analysis of the high water wave volume for the Sava River near Zagreb

NASA Astrophysics Data System (ADS)

Trninic, Dusan

2010-05-01

The paper analyses volumes of the Sava River high water waves near Zagreb during the period: 1926-2008 (N = 83 years), which is needed for more efficient control of high and flood waters. The primary Sava flood control structures in the City of Zagreb are dikes built on both riverbanks, and the Odra Relief Canal with lateral spillway upstream from the City of Zagreb. Intensive morphological changes in the greater Sava area near Zagreb, and anthropological and climate variations and changes at the Sava catchment up to the Zagreb area require detailed analysis of the water wave characteristics. In one analysis, maximum annual volumes are calculated for high water waves with constant duration of: 10, 20, 30, 40, 50 and 60 days. Such calculations encompass total quantity of water (basic and surface runoff). The log Pearson III distribution is adapted for this series of maximum annual volumes. Based on the results obtained, the interrelations are established between the wave volume as function of duration and occurrence probability. In addition to the analysis of maximum volumes of constant duration, it is interesting to carry out the analyses of maximum volume in excess of the reference discharge since it is very important for the flood control. To determine the reference discharges, a discharge of specific duration is used from an average discharge duration curve. The adopted reference discharges have durations of 50, 40, 30, 20 and 10%. Like in the previous case, log Pearson III distribution is adapted to the maximum wave data series. For reference discharge Q = 604 m3/s (duration 10%), a linear trend is calculated of maximum annual volumes exceeding the reference discharge for the Sava near Zagreb during the analyzed period. The analysis results show a significant decrease trend. A similar analysis is carried out for the following three reference discharges: regular flood control measures at the Sava near Zagreb, which are proclaimed when the water level is 350 cm (Q = 2114 m3/s), extraordinary flood control measures taken when the water level is 450 cm (Q = 2648 m3/s), and the discharge at the deterministic inlet into the Odra Canal of approximately Q = 2300 m3/s. The results of these analyses have shown that water wave volumes higher than the reference discharges occurred in a comparatively small number of years, and that their duration was one to two days.

Can erosion control structures in large dryland arroyo channels lead to resilient riparian and cienega restoration? Observations from LiDAR, monitoring and modeling at Rancho San Bernardino, Sonora, MX

NASA Astrophysics Data System (ADS)

DeLong, S.; Henderson, W. M.

2012-12-01

The use of erosion control structures to mitigate or even reverse erosion and to restore ecological function along dryland channels (arroyos and gullies) has led to a long list of both successful and failed restoration efforts. We propose that successful implementation of "engineering" approaches to fluvial restoration that include in-channel control structures require either a quantitative approach to design (by scientists and engineers), or intimate on-the-ground knowledge, local observation, and a commitment to adapt and maintain restoration efforts in response to landscape change (by local land managers), or both. We further propose that the biophysical interactions among engineering, sedimentation, flood hydrology and vegetation reestablishment are what determine resilience to destructive extreme events that commonly cause erosion control structure failure. Our insights come from comprehensive monitoring of a remarkable experiment underway at Ranch San Bernardino, Sonora, MX. At this site, private landowners are working to restore ecosystem function to riparian corridors and former cieñega wetlands using cessation of grazing; vegetation planting; upland grass restoration; large scale rock gabions (up to 100 m wide) to encourage local sediment deposition and water storage; and large earthen berms (up to 900 m wide) with cement spillways that form reservoirs that fill rapidly with water and sediment. Well-planned and managed erosion control structures have been used elsewhere successfully in smaller gully networks, but we are unaware of a comparable attempt to use gabions and berms for the sole purpose of ecological restoration along >10 km of arroyo channels draining watersheds on the order of ~400 km2 and larger. We present an approach to monitoring the efficacy of arroyo channel restoration using terrestrial and airborne LiDAR, remote sensing, streamflow monitoring, shallow groundwater monitoring, hydrological modeling and field observation. Our methods allow us to directly quantify the magnitude of sedimentation (and hence reversal of arroyo cutting) upstream of in-channel structures as a function of hydrology, and to quantify the dampening of flood energy caused by erosion control structures and by the restoration of riparian vegetation. We are also able to create a surface water budget that constrains water storage and infiltration by monitoring streamflow at several places above, within, and downstream of restoration efforts. We also speculate on the resilience of such efforts. Quantifying the effects of the restoration efforts at Rancho San Bernardino may prove useful in guiding similar large-scale ecological restoration efforts elsewhere in degraded dryland landscapes.

Satellite Monitoring and Characterization of the 2010 Rockslide-Dammed Lake Gojal, North Pakistan

NASA Astrophysics Data System (ADS)

Leonard, G. J.; Kargel, J. S.; Crippen, R. E.; Evans, S. G.; Delaney, K. B.; Schneider, J. F.

2010-12-01

On January 4, 2010, a landslide blocked the Hunza River at Attabad, northern Pakistan (36.308°N, 74.820°E). The landslide destroyed the village of Attabad killing 19 people, and formed a dam approximately 1200m long, 350 meters wide, and 125 meters high. The flow of the Hunza river was blocked for 144 days, forming Lake Gojal. In addition to inundating several villages and submerging 22 km of the regionally critical Karakoram Highway, >25,000 people have been displaced or remain cut off from overland connection with the rest of the country. Lake overtopping began on May 29 via a 15m deep spillway excavated through the saddle of the dam. Remarkably, the slowly eroding natural structure remains largely intact and currently represents a new geologic feature, although a threat remains from possible catastrophic outburst flooding. We have monitored growth of the lake with multi-temporal satellite imagery collected from ASTER (Advanced Spaceborne Thermal and Reflection Radiometer) and ALI (Advanced Land Imager) sensors. We applied NASA’s ASTER Global Digital Elevation Model (GDEM) and SRTM-3 digital terrain data, along with field data obtained onsite by Schneider, and by Pakistan’s NDMA to derive volumes of the growing lake. Lake size peaked during mid-summer when it was ~22 km long, 12 km2, 119m deep, and contained 540 to 620 Mm3 water (SRTM-3 and GDEM +5m global correction estimates respectively). Our estimates indicated lake volumes three to four times higher than media quotes, and before spillover, were used to improve predictions of possible flood discharge and disaster management planning. Estimates of valley inflow based on a 31-year hydrographic history (Archer, D., 2003, Jour. Hydrology 274, 198-210) are consistent with our volume infilling estimates. As early as April 14 our volume assessments, coupled with hydrographic and seepage data were used to project a spillover date range of May 28-June 2, bracketing the actual overflow date. Additionally, we have applied vegetation indices (NDVI), landcover classifications, and image differencing change detection techniques to obtain reconnaissance level characterizations of lake-flood affected areas, including flooding of agricultural lands. Our successful prediction of lake growth and initial estimates of affected lands highlights the effectiveness of GIS methods applied to modern satellite datasets, and indicates the importance of monitoring natural hazard events with remote sensing, which can provide rapid assessments and augment onsite observations for disaster management support.

Investigation of runoff generation from anthropogenic sources with dissolved xenobiotics

NASA Astrophysics Data System (ADS)

Krein, A.; Pailler, J.; Guignard, C.; Iffly, J.; Pfister, L.; Hoffmann, L.

2009-04-01

In the experimental Mess basin (35 km2, Luxembourg) dissolved xenobiotics in surface water are used to study the influences of anthropogenic sources like separated sewer systems on runoff generation. Emerging contaminants like pharmaceuticals are of growing interest because of their use in large quantities in human and veterinary medicine. The amounts reaching surface waters depend on rainfall patterns, hydraulic conditions, consumption, metabolism, degradation, and disposal. The behaviour of endocrine disruptors including pharmaceuticals in the aquatic environment is widely unknown. The twelve molecules analyzed belong to three families: the estrogens, the antibiotics (sulfonamides, tetracyclines), and the painkillers (ibuprofen, diclofenac). Xenobiotics can be used as potential environmental tracers for untreated sewerage. Our results show that the concentrations are highly variable during flood events. The highest concentrations are reached in the first flush period, mainly during the rising limb of the flood hydrographs. As a result of the kinematic wave effect the concentration peak occurs in some cases a few hours after the discharge maximum. In floodwater (eleven floods, 66 samples) the highest concentrations were measured for ibuprofen (g/l range), estrone, and diclofenac (all ng/l range). From the tetracycline group, essentially tetracycline itself is of relevance, while the sulfonamides are mainly represented by sulfamethoxazole (all in ng/l range). In the Mess River the pharmaceuticals fluxes during flood events proved to be influenced by hydrological conditions. Different pharmaceuticals showed their concentration peaks during different times of a flood event. An example is the estrone peak that - during summer flash floods - often occurred one to two hours prior to the largest concentrations of the painkillers. This suggests for more sources than the sole storm drainage through the spillway of the single sewage water treatment plant, different transport velocities for single compounds or the existence of substance separating buffer storage in the stream network. In conditions of low intensity rainfall events and a few days of antecedent dry weather, acute peaks of pollution are discharged in the receiving waters. The influence of housing areas, main roads and sewer systems are obvious. These are characterized by rapid source depletion. Precipitation events of very small intensity and amount make themselves visible often as single peak storm events, which result predominantly from the sealed surface of this area. More accurate assessment of pollutant loads entering urban receiving water bodies is needed for improving urban storm water management and meeting water quality regulations.

Evaluation of juvenile salmonid behavior near a prototype weir box at Cowlitz Falls Dam, Washington, 2013

USGS Publications Warehouse

Kock, Tobias J.; Liedtke, Theresa L.; Ekstrom, Brian K.; Tomka, Ryan G.; Rondorf, Dennis W.

2014-01-01

Collection of juvenile salmonids at Cowlitz Falls Dam is a critical part of the effort to restore salmon in the upper Cowlitz River because the majority of fish that are not collected at the dam pass downstream and enter a large reservoir where they become landlocked and lost to the anadromous fish population. However, the juvenile fish collection system at Cowlitz Falls Dam has failed to achieve annual collection goals since it first began operating in 1996. Since that time, numerous modifications to the fish collection system have been made and several prototype collection structures have been developed and tested, but these efforts have not substantially increased juvenile fish collection. Studies have shown that juvenile steelhead (Oncorhynchus mykiss), coho salmon (Oncorhynchus kisutch), and Chinook salmon (Oncorhynchus tshawytscha) tend to locate the collection entrances effectively, but many of these fish are not collected and eventually pass the dam through turbines or spillways. Tacoma Power developed a prototype weir box in 2009 to increase capture rates of juvenile salmonids at the collection entrances, and this device proved to be successful at retaining those fish that entered the weir. However, because of safety concerns at the dam, the weir box could not be deployed near a spillway gate where the prototype was tested, so the device was altered and re-deployed at a different location, where it was evaluated during 2013. The U.S. Geological Survey conducted an evaluation using radiotelemetry to monitor fish behavior near the weir box and collection flumes. The evaluation was conducted during April–June 2013. Juvenile steelhead and coho salmon (45 per species) were tagged with a radio transmitter and passive integrated transponder (PIT) tag, and released upstream of the dam. All tagged fish moved downstream and entered the forebay of Cowlitz Falls Dam. Median travel times from the release site to the forebay were 0.8 d for steelhead and 1.2 d for coho salmon. Most fish spent several days in the dam forebay; median forebay residence times were 4.4 d for juvenile steelhead and 5.7 d for juvenile coho salmon. A new radio transmitter model was used during the study period. The transmitter had low detection probabilities on underwater antennas located within the collection system, which prevented us from reporting performance metrics (discovery efficiency, entrance efficiency, retention efficiency) that are traditionally used to evaluate fish collection systems. Most tagged steelhead (98 percent) and coho salmon (84 percent) were detected near the weir box or collection flume entrances during the study period; 39 percent of tagged steelhead and 55 percent of tagged coho salmon were detected at both entrances. Sixty-three percent of the tagged steelhead that were detected at both entrances were first detected at the weir box, compared to 52 percent of the coho salmon. Twelve steelhead and 15 coho salmon detected inside the weir box eventually left the device and were collected in collection flumes or passed the dam. Overall, collection rates were relatively high during the study period. Sixty-five percent of the steelhead and 80 percent of the coho salmon were collected during the study, and most of the remaining fish passed the dam and entered the tailrace (24 percent of steelhead; 13 percent of coho salmon). The remaining 11 percent of steelhead and 7 percent of coho salmon did not pass the dam while their transmitters were operating. We were able to confirm collection of tagged fish at the fish facility using three approaches: (1) detection of radio transmitters in study fish; (2) detection of PIT-tags in study fish; (3) observation of study fish by staff at the fish facility. Data from all three methods were used to develop a multistate mark-recapture model that estimated detection probabilities for the various monitoring methods. These estimates then were used to describe the percent of tagged fish that were collected through the weir box and collection flumes. Detection probabilities of PIT-tag antennas in the collection flumes were 0.895 for juvenile steelhead and 0.881 for juvenile coho salmon, although radiotelemetry detection probabilities were 0.654 and 0.646 for the two species, respectively. The multistate model estimates showed that all steelhead and most coho salmon (94.5 percent) that were collected at the dam entered the collection system through the flumes rather than through the weir box. None of the tagged steelhead and only 5.5 percent of the tagged coho salmon were collected through the weir box. These data show that juvenile steelhead and coho salmon collection rates were much higher through the collection flumes than through the weir box. Low detection probabilities of tagged fish in the fish collection system resulted in uncertainty for some aspects of our evaluation. Missing detection records within the collection system for fish that were known to have been collected resulted in four tagged steelhead and seven tagged coho salmon being removed from the dataset, which was used to assess discovery rates of the weir box and collection flumes. However, the multistate model allowed us to provide unbiased estimates of the percentage of tagged fish that were collected through each route, and these data showed that few fish were collected through the weir box. Overall, the fish collection system performed reasonably well in collecting juvenile steelhead and coho salmon during the 2013 collection season. Fish collection efficiency estimates from the Washington Department of Fish and Wildlife showed that steelhead collection efficiency was slightly higher than the 10-year average (46 percent compared to 42 percent), whereas coho salmon collection efficiency was more than twice as high as the 10-year average (63 percent compared to 30 percent). However, the performance of the weir box was poor because most fish were collected through the collection flumes.

How to introduce climate change into extreme precipitation predetermination? First attempts to tamper with the MEWP method.

NASA Astrophysics Data System (ADS)

Gérardin, Maxime; Brigode, Pierre; Bernardara, Pietro; Gailhard, Joël; Garçon, Rémy; Paquet, Emmanuel; Ribstein, Pierre

2013-04-01

The MEWP (Multi-Exponential Weather Pattern, Garavaglia et al. 2010) distribution is part of the operational method in use at EDF (Electricité de France) for computing dam spillways design floods, i.e. the magnitude of the flood that occurs at a given return period. The return periods of interest lie in the 100 - 10,000 years range. Relying on a purposely-designed classification of atmospheric circulations into weather patterns, and assigning a catchment-specific asymptotical coefficient to each of these patterns, the MEWP distribution provides the daily areal rainfall as a function of the return period. In its current state, the method relies on the implicit assumption of climate stationnarity. In this work we seek to introduce climate change into the MEWP framework. Since the MEWP distribution basically contains two sorts of parameters, namely frequencies of the weather patterns, and magnitudes of the events occurring within each of these patterns, we examine the plausible evolution of these two sets of parameters under climate change, and the sensitivity of the final result to these two sorts of changes. On the one hand, the future frequencies are assessed thanks to GCM outputs from CMIP5, and significant, albeit not greater than the internal variability, changes are observed. On the other hand, the future magnitudes can be suspected to follow the Clausius-Clapeyron relationship (e.g. Pall et al., 2007, and Lenderink et van Meijgaard, 2008). We assess the validity of this hypothesis on the observed daily areal precipitation series for more than a hundred catchments in France. The sensitivity analysis shows that, for the return periods at stake, the impact of frequency changes is small relative to that of magnitude changes, while this would not be true for smaller return periods. Therefore, we propose to incorporate climate change into the MEWP distribution in a simple but realistic way, by taking account of the magnitude change only. We conclude with some insights into the next steps that will allow a more sophisticated representation of climate change in the MEWP distribution. References: Garavaglia, F., J. Gailhard, E. Paquet, M. Lang, R. Garçon, and P. Bernardara. 2010. "Introducing a Rainfall Compound Distribution Model Based on Weather Patterns Sub-sampling." Hydrology and Earth System Sciences 14 (6): 951-964. doi:10.5194/hess-14-951-2010. Lenderink, Geert, and Erik van Meijgaard. 2008. "Increase in Hourly Precipitation Extremes Beyond Expectations from Temperature Changes." Nature Geoscience 1 (8) (July 20): 511-514. doi:10.1038/ngeo262. Pall, P., MR Allen, and DA Stone. 2007. "Testing the Clausius-Clapeyron Constraint on Changes in Extreme Precipitation Under CO 2 Warming." Climate Dynamics 28 (4): 351-363.

The physical model of a terraced plot: first results

NASA Astrophysics Data System (ADS)

Perlotto, Chiara; D'Agostino, Vincenzo; Buzzanca, Giacomo

2017-04-01

Terrace building have been expanded in the 19th century because of the increased demographic pressure and the need to crop additional areas at steeper slopes. Terraces are also important to regulate the hydrological behavior of the hillslope. Few studies are available in literature on rainfall-runoff processes and flood risk mitigation in terraced areas. Bench terraces, reducing the terrain slope and the length of the overland flow, quantitatively control the runoff flow velocity, facilitating the drainage and thus leading to a reduction of soil erosion. The study of the hydrologic-hydraulic function of terraced slopes is essential in order to evaluate their possible use to cooperate for flood-risk mitigation also preserving the landscape value. This research aims to better focus the times of the hydrological response, which are determined by a hillslope plot bounded by a dry-stone wall, considering both the overland flow and the groundwater. A physical model, characterized by a quasi-real scale, has been built to reproduce the behavior of a 3% outward sloped terrace at bare soil condition. The model consists of a steel metal box (1 m large, 3.3 m long, 2 m high) containing the hillslope terrain. The terrain is equipped with two piezometers, 9 TDR sensors measuring the volumetric water content, a surface spillway at the head releasing the steady discharge under test, a scale at the wall base to measure the outflowing discharge. The experiments deal with different initial moisture condition (non-saturated and saturated), and discharges of 19.5, 12.0 and 5.0 l/min. Each experiment has been replicated, conducting a total number of 12 tests. The volumetric water content analysis produced by the 9 TDR sensors was able to provide a quite satisfactory representation of the soil moisture during the runs. Then, different lag times at the outlet since the inflow initiation were measured both for runoff and groundwater. Moreover, the time of depletion and the piezometer response have been monitored and analyzed, well corroborating the findings on the kinematics of the terrace plot. Finally, the computation of the specific Curve Number (Soil Conservation Service) of the physical model has revealed values rather large if compared with those reported in the literature. This phenomena was likely caused by the high values of the inflow discharge, the limited cross-width of the model (1 m) and the increasing compactness of the soil owing to the experiment repetition. These pioneering experiments have produced some remarkable outcomes on the important role of lag-times (runoff and groundwater) of a terraced system as well as many ideas on improving the physical model and its setting in a next investigation.

A simplified rainfall-runoff stochastic simulation method for an application of the SCHADEX method to ungauged catchments.

NASA Astrophysics Data System (ADS)

Penot, David; Paquet, Emmanuel; Lang, Michel

2014-05-01

SCHADEX is a probabilistic method for extreme flood estimation, developed and applied since 2006 at Electricité de France (EDF) for dam spillway design [Paquet et al., 2013]. SCHADEX is based on a semi-continuous rainfall-runoff simulation process. The method has been built around two models: a Multi-Exponential Weather Pattern (MEWP) distribution for rainfall probability estimation [Garavaglia et al., 2010] and the MORDOR hydrological model. To use SCHADEX in ungauged context, rainfall distribution and hydrological model must be regionalized. The regionalization of the MEWP rainfall distribution can be managed with SPAZM, a daily rainfall interpolator [Gottardi et al., 2012] which provides reasonable estimates of point and areal rainfall up to hight quantiles. The main issue remains to regionalize MORDOR which is heavily parametrized. A much more simple model has been considered: the SCS model. It is a well known model for event simulation [USDA SCS, 1985; Beven, 2003] and it relies on only one parameter. Then, the idea is to use the SCS model instead of MORDOR within a simplified stochastic simulation scheme to produce a distribution of flood volume from an exhaustive crossing between rainy events and catchment saturation hazards. The presentation details this process and its capacity to generate a runoff distribution based on catchment areal rainfall distribution. The simulation method depends on a unique parameter Smax, the maximum initial loss of the catchment. Then an initial loss S (between zero and Smax) can be drawn to account for the variability of catchment state (between dry and saturated). The distribution of initial loss (or conversely, of catchment saturation, as modeled by MORDOR) seems closely linked to the catchment's regime, therefore easily to regionalize. The simulation takes into account a snow contribution for snow driven catchments, and an antecedent runoff. The presentation shows the results of this stochastic procedure applied on 80 French catchments and its capacity to represent the asymptotic behaviour of the runoff distribution. References: K. J. Beven. Rainfall-Runoff modelling The Primer, British Library, 2003. F. Garavaglia, J. Gailhard, E. Paquet, M. Lang, R. Garçon, and P. Bernardara. Introducing a rainfall compound distribution model based on weather patterns sub-sampling. Hydrology and Earth System Sciences, 14(6):951-964, 2010. F. Gottardi, C. Obled, J. Gailhard, and E. Paquet. Statistical reanalysis of precipitation fields based on ground network data and weather patterns : Application over french mountains. Journal of Hydrology, 432-433:154-167, 2012. ISSN 0022-1694. E. Paquet, F. Garavaglia, R Garçon, and J. Gailhard. The schadex method : a semi-continuous rainfall-runoff simulation for extreme flood estimation. Journal of Hydrology, 2013. USDA SCS, National Engineering Handbook, Supplement A, Section 4, Chapter 10. Whashington DC, 1985.

Water Availability in Indus River at the Upper Indus Basin under Different Climate Change Scenarios

NASA Astrophysics Data System (ADS)

Khan, Firdos; Pilz, Jürgen

2015-04-01

The last decade of the 20th century and the first decade of the 21st century showed that climate change or global warming is happening and the latter one is considered as the warmest decade over Pakistan ever in history where temperature reached 53 0C on May 26, 2010. The changing climate has impact on various areas including agriculture, water, health, among others. There are two main forces which have central role in changing climate: one is natural variability and the other one is human evoked changes, increasing the density of green house gases. The elements in the bunch of Energy-Food-Water are interlinked with one another and among them water plays a crucial role for the existence of the other two parts. This nexus is the central environmental issue around the globe generally, and is of particular importance in the developing countries. The study evaluated the importance and the availability of water in Indus River under different emission scenarios. Four emission scenarios are included, that is, the A2, B2, RCP4.5 and RCP8.5. One way coupling of regional climate models (RCMs) and Hydrological model have been implemented in this study. The PRECIS (Providing Regional Climate for Impact Studies) and CCAM (Conformal-Cubic Atmospheric Model) climate models and UBCWM (University of British Columbia Watershed Model) hydrological model are used for this purpose. It is observed that Indus River contributes 80 % of the hydro-power generation and contributes 44 % to available water annually in Pakistan. It is further investigated whether sufficient water will be available in the Indus River under climate change scenarios. Toward this goal, Tarbela Reservoir is used as a measurement tool using the parameters of the reservoir like maximum operating storage, dead level storage, discharge capacity of tunnels and spillways. The results of this study are extremely important for the economy of Pakistan in various key areas like agriculture, energy, industries and ecosystem. The analyses show that there will be much more water available in future under the considered emission scenarios but in some months there will be scarcity of water. However, by proper management and optimum utilization of the available water, the scarcity of water can be minimized considerably. Finally, a meta-analysis has been performed to present a combined picture of all scenarios considered in this study. One way to avoid water scarcity is to upgrade and install new reservoirs and water storage capacities to reserve the extra water during high river flow in Indus River, which will then be utilized during low river flow. __________________________________________________________________________________ KEY WORDS: Agriculture, Climate Change, Hydro-power, Indus River, Tarbela Reservoir, Upper Indus Basin, Meta-analysis, Hydrological model.

Panorama Above 'Perseverance Valley' (Enhanced Color)

NASA Image and Video Library

2017-07-20

Toward the right side of this enhanced-color scene is a broad notch in the crest of the western rim of Endeavour Crater. Wheel tracks in that area were left by NASA's Mars Exploration Rover Opportunity as it observed "Perseverance Valley" from above in the spring of 2017. The valley is a major destination for the rover's extended mission. It descends out of sight on the inner slope of the rim, extending down and eastward from that notch. Opportunity's panoramic camera (Pancam) took the component images for this view from a position outside the crater during the span of June 7 to June 19, 2017, sols 4753 to 4765 of the rover's work on Mars. This scene includes features that might have been ancient channels from water, ice or wind moving toward the notch in the rim, which might have been a spillway. Perseverance Valley, just on the other side, was likely carved by action of some fluid, such as water, water-lubricated debris, or wind. The mission is investigating to learn more about that process from evidence in place. The panorama spans about three-fourths of a full-circle view, from southeastward on the left, through westward in the middle, to northeastward on the right. High points visible on the rim of Endeavour Crater include "Winnemucca" on the left and "Cape Tribulation" on the right. Winnemucca is part of the "Cape Byron" portion of the crater rim. The horizon at far right extends across the floor of Endeavour Crater, which is about 14 miles (22 kilometers) in diameter. Opportunity has been investigating sites on and near the western rim of Endeavour since 2011, following seven years of exploring smaller craters after its 2004 landing. This view merges exposures taken through three of the Pancam's color filters, centered on wavelengths of 753 nanometers (near-infrared), 535 nanometers (green) and 432 nanometers (violet). Color is enhanced in this version to make differences in surface materials more easily visible. The rover team calls this the "Sprained Ankle" panorama because the images were collected during a driving moratorium while engineers diagnosed a temporary steering stall with one front wheel pointed outward more than 30 degrees. The team was able to straighten the wheel to point straight ahead, and then resumed driving. The location from which this scene was recorded is labeled as "Sol 4752" on a later traverse map. Opportunity subsequently entered the upper end of Perseverance Valley and returned views looking down the valley and back up toward the rim crest from the location it reached on July 7 (Sol 4782). https://photojournal.jpl.nasa.gov/catalog/PIA21722

Panorama Above 'Perseverance Valley' on Mars

NASA Image and Video Library

2017-07-20

Toward the right side of this enhanced-color scene is a broad notch in the crest of the western rim of Endeavour Crater. Wheel tracks in that area were left by NASA's Mars Exploration Rover Opportunity as it observed "Perseverance Valley" from above in the spring of 2017. The valley is a major destination for the rover's extended mission. It descends out of sight on the inner slope of the rim, extending down and eastward from that notch. Opportunity's panoramic camera (Pancam) took the component images for this view from a position outside the crater during the span of June 7 to June 19, 2017, sols 4753 to 4765 of the rover's work on Mars. This scene includes features that might have been ancient channels from water, ice or wind moving toward the notch in the rim, which might have been a spillway. Perseverance Valley, just on the other side, was likely carved by action of some fluid, such as water, water-lubricated debris, or wind. The mission is investigating to learn more about that process from evidence in place. The panorama spans about three-fourths of a full-circle view, from southeastward on the left, through westward in the middle, to northeastward on the right. High points visible on the rim of Endeavour Crater include "Winnemucca" on the left and "Cape Tribulation" on the right. Winnemucca is part of the "Cape Byron" portion of the crater rim. The horizon at far right extends across the floor of Endeavour Crater, which is about 14 miles (22 kilometers) in diameter. Opportunity has been investigating sites on and near the western rim of Endeavour since 2011, following seven years of exploring smaller craters after its 2004 landing. This view merges exposures taken through three of the Pancam's color filters, centered on wavelengths of 753 nanometers (near-infrared), 535 nanometers (green) and 432 nanometers (violet). Color is enhanced in this version to make differences in surface materials more easily visible. The rover team calls this the "Sprained Ankle" panorama because the images were collected during a driving moratorium while engineers diagnosed a temporary steering stall with one front wheel pointed outward more than 30 degrees. The team was able to straighten the wheel to point straight ahead, and then resumed driving. The location from which this scene was recorded is labeled as "Sol 4752" on a later traverse map. Opportunity subsequently entered the upper end of Perseverance Valley and returned views looking down the valley and back up toward the rim crest from the location it reached on July 7 (Sol 4782). https://photojournal.jpl.nasa.gov/catalog/PIA21722

A Water Balance Model for Hill reservoir - Aquifer Exchange Water Flux Quantification and Uncertainty Analysis - Application to the Kamech catchment, Tunisia

NASA Astrophysics Data System (ADS)

Bouteffeha, Maroua; Dagès, Cécile; Bouhlila, Rachida; Raclot, Damien; Molénat, Jérôme

2013-04-01

In Mediterranean regions, food and water demand increase with population growth leading to considerable changes of the land use and agricultural practices. In North Africa, particularly in the Mediterranean zones, hill reservoirs are water harvesting infrastructures that have been increasingly adopted to mobilize runoff and create alternative water resource that can be used to develop agriculture. Hill reservoirs are also used to prevent from silting of downstream dams. Management of water resources collected in these infrastructures requires a good knowledge of their hydrological functioning. In particular, the rate of water exchanges between the reservoir and the underlying aquifer, called surface-subsurface exchange hereafter, is still an open question. The main purpose of the study is to better know the hydrological functioning of hill reservoirs in quantifying at the annual and intra-annual time scales the flux of surface-subsurface exchange and the uncertainty associated to the flux. The approach is based on the hydrological water balance of the hill reservoir. It was applied to the hill reservoir of the 2.6 km² Kamech catchment (Tunisia), which belongs to the long term Mediterranean hydrological observatory OMERE (Voltz and Albergel, 2002). The dense monitoring of the observation catchment allowed quantifying the fluxes of all hydrological processes governing the reservoir hydrology, and their associated uncertainties. The water balance was established by considering water inputs (direct rainfall, waddy and hillslope runoff, surface-subsurface exchange), water outputs (evaporation, spillway discharge) and hill reservoir water volume changes. The surface-subsurface exchange component was deduced as the default closure term in the water balance. The results first demonstrate the ability of the proposed approach to estimate the net surface-subsurface exchange flux and its uncertainty at various time scales. Its application on the Kamech catchment for two hydrological years (09/2009-08/2010 and 09/2010-08/2011) shows that the net surface-subsurface exchange flux is positive, i.e. the infiltration from the hill reservoir to the aquifer predominates the discharge from the aquifer to the reservoir. Moreover the surface-subsurface exchange constitutes the main output component in the water balance. The annual surface-subsurface exchange flux appeared almost constant from one year to the other one whatever the hydrological conditions variability over the catchment. Moreover, the analysis of the intra-annual variability shows that the flux was nearly constant within every year. Reference: Voltz , M. and Albergel , J., 2002. OMERE : Observatoire Méditerranéen de l'Environnement Rural et de l'Eau - Impact des actions anthropiques sur les transferts de masse dans les hydrosystèmes méditerranéens ruraux. Proposition d'Observatoire de Recherche en Environnement, Ministère de la Recherche.

The Impact of Corps Flood Control Reservoirs in the June 2008 Upper Mississippi Flood

NASA Astrophysics Data System (ADS)

Charley, W. J.; Stiman, J. A.

2008-12-01

The US Army Corps of Engineers is responsible for a multitude of flood control project on the Mississippi River and its tributaries, including levees that protect land from flooding, and dams to help regulate river flows. The first six months of 2008 were the wettest on record in the upper Mississippi Basin. During the first 2 weeks of June, rainfall over the Midwest ranged from 6 to as much as 16 inches, overwhelming the flood protection system, causing massive flooding and damage. Most severely impacted were the States of Iowa, Illinois, Indiana, Missouri, and Wisconsin. In Iowa, flooding occurred on almost every river in the state. On the Iowa River, record flooding occurred from Marshalltown, Iowa, downstream to its confluence with the Mississippi River. At several locations, flooding exceeded the 500-year event. The flooding affected agriculture, transportation, and infrastructure, including homes, businesses, levees, and other water-control structures. It has been estimated that there was at least 7 billion dollars in damages. While the flooding in Iowa was extraordinary, Corps of Engineers flood control reservoirs helped limit damage and prevent loss of life, even though some reservoirs were filled beyond their design capacity. Coralville Reservoir on the Iowa River, for example, filled to 135% of its design flood storage capacity, with stage a record five feet over the crest of the spillway. In spite of this, the maximum reservoir release was limited to 39,500 cfs, while a peak inflow of 57,000 cfs was observed. CWMS, the Corps Water Management System, is used to help regulate Corps reservoirs, as well as track and evaluate flooding and flooding potential. CWMS is a comprehensive data acquisition and hydrologic modeling system for short-term decision support of water control operations in real time. It encompasses data collection, validation and transformation, data storage, visualization, real time model simulation for decision-making support, and data dissemination. The system uses precipitation and flow data, collected in real-time, along with forecasted flow from the National Weather Service to model and optimize reservoir operations and forecast downstream flows and stages, providing communities accurate and timely information to aid their flood-fighting. This involves integrating several simulation modeling programs, including HEC-HMS to forecast flows, HEC-ResSim to model reservoir operations and HEC-RAS to compute forecasted stage hydrographs. An inundation boundary and depth map of water in the flood plain can be calculated from the HEC-RAS results using ArcInfo. By varying future precipitation and releases, engineers can evaluate different "What if?" scenarios. The effectiveness of this tool and Corps reservoirs are examined.

Hydroacoustic Evaluation of Juvenile Salmonid Passage at The Dalles Dam Sluiceway, 2005

DOE Office of Scientific and Technical Information (OSTI.GOV)

Johnson, Gary E.; Khan, Fenton; Hedgepeth, J

2006-06-01

The U.S. Army Corps of Engineers Portland District engaged the Pacific Northwest National Laboratory to evaluate fish passage at The Dalles Dam powerhouse in 2005. The goal of the study was to provide information on smolt passage that will inform decisions on long-term measures and operations to enhance sluiceway passage and reduce turbine passage to improve smolt survival at the dam. The study addressed one of the main programs dedicated to improving juvenile salmonid survival at The Dalles Dam: Surface Flow Bypass. The study objectives (see below) were met using a combination of hydroacoustic and hydraulic data. The study incorporatedmore » fixed-location hydroacoustic methods across the entire powerhouse, with especially intense sampling using multiple split-beam transducers at all sluiceway portals. We did not sample fish passage at the spillway in 2005. In the sluiceway nearfield, we used an acoustic camera to track fish movements. The fish data were interpreted with hydraulic data from a computational fluid dynamics (CFD) model. Fish passage data were collected in the framework of an “experiment” using a randomized block design (3-day treatments; two treatments) to compare two sluiceway operational configurations: Sluice 2+5 and Sluice 2+19 (six gates open for each configuration). Total project outflow was 76% of the 10-year average for spring and 71% of the 10-year average for summer. Based on these findings, we make the following recommendations: 1) The sluice should be operated 24 h/d from April until November. 2) Open six rather than three sluice gates to take advantage of the maximum hydraulic capacity of the sluiceway. 3) Open the three gates above the western-most operating main turbine unit and the three gates at MU 8 where turbine passage rates are relatively high. 4) Operate the turbine units below open sluice gates as a standard fish operations procedure. 5) Develop hydraulic and entrance enhancements to the sluiceway to tap the potential of The Dalles Dam sluiceway to be highly efficient and effective at passing juvenile salmonids. 6) Consider the following elements for surface flow bypasses during design of any sluiceway enhancements at The Dalles Dam: Form an extensive surface flow bypass flow net (surface bypass discharge greater than ~7% of total project discharge) at both west and east ends of the dam; Create a gradual increase in water velocity approaching the surface flow bypass (ideally, acceleration < 1 m/s per meter); Make water velocities at an entrance high enough (> 3 m/s) to entrain the subject juvenile fishes, e.g., 10,000 cfs or so; Adapt the shape and orientation of the surface entrance(s) to fit site-specific features, i.e., test a Removable Sluiceway Weir. 7)The Dalles Dam sluiceway has potential to be highly efficient and effective at passing juvenile salmonids. We recommend tapping this potential with enhancements to the sluiceway.« less

Tracking the deposition of sediments from the Great Mississippi Flood of 2011

NASA Astrophysics Data System (ADS)

Khan, N. S.; McKee, K. L.; Horton, B. P.; Varvaeke, W.; Dura, T.; Jerolmack, D. J.

2011-12-01

The marshes of coastal Louisiana are disappearing at a rapid rate due to both natural and anthropogenic processes. Maintenance of soil elevations relative to water levels is key to marsh sustainability, but leveeing of the Mississippi River prevents overbank flooding and direct delivery of sediment to counterbalance rapid rates of subsidence in the deltaic plain. Episodic sediment deposition may occur during storms and hurricanes or extreme flood events, contributing to marsh accretion, but their relative importance to marsh maintenance is unclear. A better understanding of routing and deposition of sediments and their role in the marsh-building dynamics of coastal Louisiana would help clarify these issues and aid restoration planning. The Great Mississippi River Flood of 2011 caused sustained high discharge, producing a narrow jet that penetrated far into the Gulf of Mexico, and prompted the opening of the Morganza spillway, which generated a wide, diffuse plume that inundated vast areas of land and was trapped within coastal currents. These events provided a unique opportunity to test a new theoretical model of coastal sediment dynamics that predicts greater sedimentation over a broader area from the smaller Atchafalaya channel in comparison to the focused plume emanating from the larger Mississippi River channel. Here, we report how the flood contributed to marsh sedimentation, which is part of a larger effort to connect offshore sediment dynamics to sediment delivery and soil accretion within wetlands. A helicopter survey of 45 sites was conducted across the Mississippi (Bird's Foot) Delta, Barataria, Terrebonne, and Atchafalaya basins (350 km of coastline) to measure sediment accumulation and determine its provenance. At each site, new flood sediment deposits were distinguished from pre-flood sediment and sampled separately for organic matter content, bulk density, grain-size and diatom analysis. Comparison of grain-size distribution and diatom assemblages of new marsh sediment accumulations to grab samples taken from within and offshore of the Mississippi River elucidates their provenance. Of the 45 sites sampled, 31 have pre-existing data on marsh accretion or hurricane deposition, providing context for the flood-induced sediment deposition. Our preliminary findings show that sediment accumulation was greatest in the Atchafalaya (1.61 ± 0.96 g cm-2), intermediate in the Bird's Foot (1.14 ± 0.78 g cm-2) and least in the Terrebonne (0.42 ± 0.18 g cm-2) and Barataria (0.34 ± 0.22 g cm-2) basins. These pilot results provide support for the theoretical model of coastal mixing and sedimentation patterns and imply that while small diversions and branches off the main channel supplied sediment locally to marshes in the Bird's Foot Delta, the Mississippi River plume contributed little to declining wetlands in the Barataria and Terrebonne basins during this flood event. The significant sediment deposits found in Atchafalaya marshes indicate greater contributions to soil accretion and improved potential for wetland maintenance.

Sustainability of massively anthropic deltas via dispersal of sediment to manage land building: results from two unique case studies, the Mississippi River (U.S.A.) and the Yellow River (China) deltas

NASA Astrophysics Data System (ADS)

Nittrouer, Jeffrey

2016-04-01

Owing to their extraordinary natural resources and ecosystem services, deltaic coastlines host hundreds of millions of people worldwide. Societal sustainability on these coastal landscapes is far from certain, however, due to anthropogenic influences including sediment-supply reduction, accelerated subsidence from sub-surface fluid extraction, and leveeing of rivers. The crucial resource in building stable deltaic coastlines is sediment, and the key control on sediment delivery, whether natural or engineered, is by way river channel diversions. Two case studies, based on previous and ongoing research efforts, are presented here to describe the effects of engineered diversions for the removal of river water and associated sediment: the Mississippi River (U.S.A) and the Yellow River (China). Comparatively speaking, these two systems are end-members: Mississippi River water discharge is five times greater than the Yellow River, and yet historically, the Yellow River sediment discharges five times more sediment than the Mississippi system. As such, diversions for the two systems have contrasting goals. During flood events, the Mississippi water stage threatens major metropolitan regions with levee overtopping; spillways are therefore utilized to reduce water flux through the main channel. For the Yellow River, extremely high sediment loads result in significant sedimentation within the main channel, and so there is a concerted effort to divert and shorten the main channel, in order to enhance the water surface slope and increase sediment transport capacity. Interestingly, the net effect of these two projects has been to deposit a significant amount of sediment into the respective receiving basins, which in turn has led to the development of subaerial land. In essence, this represents two compelling case studies documenting how managed (engineered) land building practices can be implemented for other large fluvial-deltaic systems. Observational data collected from field studies of both the Mississippi and Yellow rivers have been used to inform and validate numerical modeling efforts that seek to replicate the morphodynamics of the two diversions. The aim is to evaluate best practices for building deltaic landscape. Based on these research efforts, there are key similarities found for the delta systems: 1) coarse (sandy) sediment is the primary contributor to subaerial delta development, despite the abundance of mud for both rivers; 2) the influx of freshwater into estuarine regions of deltas has tremendous impact on vegetation development, and therefore the cohesion of the deltaic sediment deposit; and 3) it is feasible to produce efficient diversions that maximize sediment delivery and still provide for continued use of the riverine resource (for example, navigation of the channel by vessels). These findings are critical when considering future plans that seek sustainable management practices of other large, anthropic fluvial deltaic systems.

Post-Release Performance of Natural and Hatchery Subyearling Fall Chinook Salmon in the Snake and Clearwater Rivers.

DOE Office of Scientific and Technical Information (OSTI.GOV)

Connor, William P.

2008-04-01

In 2006, we continued a multi-year study to compare smolt-to-adult return rate (SAR) ratios between two groups of Snake River Basin fall Chinook salmon Oncorhynchus tshawytscha that reached the sea through a combination of either (1) transportation and inriver migration or (2) bypass and inriver migration. We captured natural subyearlings rearing along the Snake and Clearwater rivers and implanted them with passive integrated transponder (PIT) tags, but knew in advance that sample sizes of natural fish would not be large enough for precise comparisons of SAR ratios. To increase sample sizes, we also cultured Lyons Ferry Hatchery subyearlings under amore » surrogate rearing strategy, implanted them with PIT tags, and released them into the Snake and Clearwater rivers to migrate seaward. The surrogate rearing strategy involved slowing growth at Dworshak National Fish Hatchery to match natural subyearlings in size at release as closely as possible, while insuring that all of the surrogate subyearlings were large enough for tagging (i.e., 60-mm fork length). Surrogate subyearlings were released from late May to early July 2006 to coincide with the historical period of peak beach seine catch of natural parr in the Snake and Clearwater rivers. We also PIT tagged a large representative sample of hatchery subyearlings reared under a production rearing strategy and released them into the Snake and Clearwater rivers in 2006 as part of new research on dam passage experiences (i.e., transported from a dam, dam passage via bypass, dam passage via turbine intakes or spillways). The production rearing strategy involved accelerating growth at Lyons Ferry Hatchery, sometimes followed by a few weeks of acclimation at sites along the Snake and Clearwater rivers before release from May to June. Releasing production subyearlings has been suggested as a possible alternative for making inferences on the natural population if surrogate fish were not available. Smoltto-adult return rates are not reported here, but will be presented in future reports written after workshops and input by federal, state, and tribal researchers. In this report, we compared the postrelease performance of natural subyearlings to the postrelease performance of surrogate and production subyearlings. We made this comparison to help the fisheries community determine which of the two hatchery rearing strategies produced fish that were more similar to natural subyearlings. We compared the following attributes of postrelease performance (1) detection dates at dams, (2) detections during the implementation of summer spill, (3) travel times, (4) migrant sizes, and (5) the joint probability of migration and survival. Overall, we found that postrelease performance was more similar between natural and surrogate subyearlings than between natural and production subyearlings. Further, the similarity between natural and surrogate subyearlings was greater in 2006 than in 2005, partly as the result of changes in incubation and early rearing practices we recommended based on 2005 results.« less

Passage probabilities of juvenile Chinook salmon through the powerhouse and regulating outlet at Cougar Dam, Oregon, 2011

USGS Publications Warehouse

Beeman, John W.; Hansen, Amy C.; Evans, Scott D.; Haner, Philip V.; Hansel, Hal C.; Smith, Collin D.

2012-01-01

Cougar Dam near Springfield, Oregon, is one of several federally owned and operated flood-control projects within the Willamette Valley of western Oregon that were determined by the National Oceanic and Atmospheric Administration’s National Marine Fisheries Service in 2008 to impact the long-term viability of several salmonid stocks. In response to this ruling, the U.S. Army Corps of Engineers is looking for means to reduce impacts to salmonids, including improving downstream passage of juvenile salmonids at Cougar Dam. This study of juvenile Chinook salmon (Oncorhynchus tshawytscha) passage at Cougar Dam was conducted to inform decisions about potential improvements for downstream fish passage. The primary objective of the study was to estimate route-specific passage probabilities of yearling Chinook salmon at Cougar Dam. The study was conducted using fish from a nearby hatchery surgically implanted with radio transmitters and passive integrated transponder (PIT) tags and released near the entrance of a temperature control tower through which all water going through the dam must pass. Water passing through the temperature control tower may be routed through a penstock to a powerhouse with two Francis turbines, or to a spillway-like structure called the regulating outlet. Secondary objectives of the study were to estimate the probability that fish enter a bypass at a non-federal facility downstream, and to estimate dam-passage and in-river fish survival. Dam operating conditions during the study included an average forebay elevation of 1,580 feet (National Geodetic Vertical Datum of 1929) and an average of 48.2 percent of the total dam discharge of 1,106 cubic feet per second passing through a regulating outlet opening of 1.25 feet. Dam passage probability was greatest at night (0.8741 standard error [SE] 0.0265) and primarily through the regulating outlet (0.8896 SE 0.0617 day; 0.9417 SE 0.0175 night). The joint probability of entering the bypass at Leaburg Dam and being detected at the PIT system within the bypass was 0.0755 (SE 0.0363), but some fish were known to pass the PIT system undetected, indicating that the true probability of entering the bypass was underestimated. The estimated survival of fish passing through the temperature control tower, through the dam, and to a site at a bridge over the South Fork of the McKenzie River 3.9 kilometers downstream was 0.3680 (SE 0.1322) for fish passing through the powerhouse, and 0.4247 (SE 0.0440) for fish passing through the regulating outlet. The estimated in-river survival through the 37.3 kilometers from the bridge to a site at Leaburg Hatchery on the McKenzie River was 0.5857 (SE 0.2227) for fish that had passed through the powerhouse, and 0.4537 (SE 0.0551) for fish that had passed through the regulating outlet.

Assessment of Short Term Flood Operation Strategies Using Numerical Weather Prediction Data in YUVACΙK DAM Reservoir, Turkey

NASA Astrophysics Data System (ADS)

Uysal, G.; Yavuz, O.; Sensoy, A.; Sorman, A.; Akgun, T.; Gezgin, T.

2011-12-01

Yuvacik Dam Reservoir Basin, located in the Marmara region of Turkey with 248 km2 drainage area, has steep topography, mild and rainy climate thus induces high flood potential with fast flow response, especially to early spring and fall precipitation events. Moreover, the basin provides considerable snowmelt contribution to the streamflow during melt season since the elevation ranges between 80 - 1548 m. The long term strategies are based on supplying annual demand of 142 hm3 water despite a relatively small reservoir capacity of 51 hm3. This situation makes short term release decisions as the challenging task regarding the constrained downstream safe channel capacity especially in times of floods. Providing the demand of 1.5 million populated city of Kocaeli is the highest priority issue in terms of reservoir management but risk optimization is also required due to flood regulation. Although, the spillway capacity is 1560 m3/s, the maximum amount of water to be released is set as 100 m3/s by the regional water authority taking into consideration the downstream channel capacity which passes through industrial region of the city. The reservoir is a controlled one and it is possible to hold back the 15 hm3 additional water by keeping the gates closed. Flood regulation is set to achieve the maximum possible flood attenuation by using the full flood-control zone capacity in the reservoir before making releases in excess of the downstream safe-channel capacity. However, the operators still need to exceed flood regulation zones to take precautions for drought summer periods in order to supply water without any shortage that increases the risk in times of flood. Regarding to this circumstances, a hydrological model integrated reservoir modeling system, is applied to account for the physical behavior of the system. Hence, this reservoir modeling is carried out to analyze both previous decisions and also the future scenarios as a decision support tool for operators. In the first step, a hydrological model with an embedded snow module is used to establish a rainfall-runoff relationship to calculate the inflow into the dam reservoir. The basin is divided into four sub-basins, along with the three elevation zones for each subbasin. Hydro-meteorological data are collected via 11 automated stations in and around the basin and a semi-distributed rainfall-runoff model, HEC-HMS, is calibrated for sub-basins. Then, HEC-ResSim is used to create simulation alternatives of reservoir system according to user defined guide curves and rules based on internal and/or external variables. The decision support modeling scenarios are tested with Numerical Weather Prediction Mesoscale Model 5 (MM5) daily total precipitation and daily average temperature data. Predicted precipitation and temperature data are compared with ground observations to examine the consistency. Predicted inflows computed by HEC-HMS are used as main forcing inputs into HEC-ResSim for the short term operation of reservoir during the flood events.

Decision Support on the Sediments Flushing of Aimorés Dam Using Medium-Range Ensemble Forecasts

NASA Astrophysics Data System (ADS)

Mainardi Fan, Fernando; Schwanenberg, Dirk; Collischonn, Walter; Assis dos Reis, Alberto; Alvarado Montero, Rodolfo; Alencar Siqueira, Vinicius

2015-04-01

In the present study we investigate the use of medium-range streamflow forecasts in the Doce River basin (Brazil), at the reservoir of Aimorés Hydro Power Plant (HPP). During daily operations this reservoir acts as a "trap" to the sediments that originate from the upstream basin of the Doce River. This motivates a cleaning process called "pass through" to periodically remove the sediments from the reservoir. The "pass through" or "sediments flushing" process consists of a decrease of the reservoir's water level to a certain flushing level when a determined reservoir inflow threshold is forecasted. Then, the water in the approaching inflow is used to flush the sediments from the reservoir through the spillway and to recover the original reservoir storage. To be triggered, the sediments flushing operation requires an inflow larger than 3000m³/s in a forecast horizon of 7 days. This lead-time of 7 days is far beyond the basin's concentration time (around 2 days), meaning that the forecasts for the pass through procedure highly depends on Numerical Weather Predictions (NWP) models that generate Quantitative Precipitation Forecasts (QPF). This dependency creates an environment with a high amount of uncertainty to the operator. To support the decision making at Aimorés HPP we developed a fully operational hydrological forecasting system to the basin. The system is capable of generating ensemble streamflow forecasts scenarios when driven by QPF data from meteorological Ensemble Prediction Systems (EPS). This approach allows accounting for uncertainties in the NWP at a decision making level. This system is starting to be used operationally by CEMIG and is the one shown in the present study, including a hindcasting analysis to assess the performance of the system for the specific flushing problem. The QPF data used in the hindcasting study was derived from the TIGGE (THORPEX Interactive Grand Global Ensemble) database. Among all EPS available on TIGGE, three were selected: ECMWF, GEFS, and CPTEC. As a deterministic reference forecast, we adopt the high resolution ECMWF forecast for comparison. The experiment consisted on running retrospective forecasts for a full five-year period. To verify the proposed objectives of the study, we use different metrics to evaluate the forecast: ROC Curves, Exceedance Diagrams, Forecast Convergence Score (FCS). Metrics results enabled to understand the benefits of the hydrological ensemble prediction system as a decision making tool for the HPP operation. The ROC scores indicate that the use of the lower percentiles of the ensemble scenarios issues for a true alarm rate around 0,5 to 0,8 (depending on the model and on the percentile), for the lead time of seven days. While the false alarm rate is between 0 and 0,3. Those rates were better than the ones resulting from the deterministic reference forecast. Exceedance diagrams and forecast convergence scores indicate that the ensemble scenarios provide an early signal about the threshold crossing. Furthermore, the ensemble forecasts are more consistent between two subsequent forecasts in comparison to the deterministic forecast. The assessments results also give more credibility to CEMIG in the realization and communication of flushing operation with the stakeholders involved.

Description and field analysis of a coupled ground-water/surface-water flow model (MODFLOW/BRANCH) with modifications for structures and wetlands in southern Dade County, Florida

USGS Publications Warehouse

Swain, E.D.; Howie, Barbara; Dixon, Joann

1996-01-01

A coupled surface-water model (BRANCH) and ground-water model (MODFLOW) model were tested to simulate the interacting wetlands/surface-water/ ground-water system of southern Dade County. Several options created for the MODFLOW ground- ground-water model were used in representing this field situation. The primary option is the MODBRANCH interfacing software, which allows leakage to be accounted for between the MODFLOW ground-water model and the BRANCH dynamic model for simulation of flow in an interconnected network of open channels. A modification to an existing software routine, which is referred to as BCF2, allows cells in MODFLOW to rewet when dry--a requirement in representing the seasonal wetlands in Dade County. A companion to BCF2 is the modified evapotranspiration routine EVT2. The EVT2 routine changes the cells where evapotranspiration occurs, depending on which cells are wet. The Streamlink package represents direct connections between the canals and wetlands at locations where canals open directly into overland flow. Within the BRANCH model, the capability to represent the numerous hydraulic structures, gated spillways, gated culverts, and pumps was added. The application of these modifications to model surface-water/ground-water interactions in southern Dade County demonstrated the usefulness of the coupled MODFLOW/BRANCH model. Ground-water and surface-water flows are both simulated with dynamic models. Flow exchange between models, intermittent wetting and drying, evapotranspiration, and hydraulic structure operations are all represented appropriately. Comparison was made with a simulation using the RIV1 package instead of MODBRANCH to represent the canals. RIV1 represents the canals by user-defined stages, and computes leakage to the aquifer. Greater accuracy in reproducing measured ground- water heads was achieved with MODBRANCH, which also computes dynamic flow conditions in the canals, unlike RIV1. The surface-water integrated flow and transport two-dimensional model (SWIFT2D) was also applied to the southeastern coastal wetlands for comparison with the wetlands flow approximation made in MODFLOW. MODFLOW simulates the wetlands as a highly conductive upper layer of the aquifer, whereas SWIFT2D solves the hydrodynamic equations. Comparison in this limited test demonstrated no specific advantage for either method of representation. However, much additional testing on a wider variety of geometric and hydraulic situations, such as in areas with greater tidal or other dynamic forcing effects, is needed to make definite conclusions. A submodel of the existing southern Dade County model schematization was used to examine water-delivery alternatives proposed by the U.S. Army Corps of Engineers. For this application, the coupled MODFLOW/BRANCH model was used as a design tool. A new canal and several pumps to be tested to maintain lower water levels in a residential area (while water levels in the Everglades are raised) were added to the model schematization. The pumps were assumed to have infinite supply capacity in the model so that their maximum pumping rates during the simulation could be used to determine pump sizes.

Quality of water and bottom material in Breckenridge Reservoir, Virginia, September 2008 through August 2009

USGS Publications Warehouse

Lotspeich, Russell

2012-01-01

Breckenridge Reservoir is located within the U.S. Marine Corps Base in Quantico, which is in the Potomac River basin and the Piedmont Physiographic Province of northern Virginia. Because it serves as the principal water supply for the U.S. Marine Corps Base in Quantico, an assessment of the water-quality of Breckenridge Reservoir was initiated. Water samples were collected and physical properties were measured by the U.S. Geological Survey at three sites in Breckenridge Reservoir, and physical properties were measured at six additional reservoir sites from September 2008 through August 2009. Water samples were also collected and physical properties were measured in each of the three major tributaries to Breckenridge Reservoir: North Branch Chopawamsic Creek, Middle Branch Chopawamsic Creek, and South Branch Chopawamsic Creek. One site on each tributary was sampled at least five times during the study. Monthly profiles were conducted for water temperature, dissolved-oxygen concentrations, specific conductance, pH, and turbidity measured at 2-foot intervals throughout the water column of the reservoir. These profiles were conducted at nine sites in the reservoir, and data values were measured at these sites from the water surface to the bottom of the reservoir. These profiles were conducted along three cross sections and were used to define the characteristics of the entire water column of the reservoir. The analytical results of reservoir and tributary samples collected and physical properties measured during this study were compared to ambient water-quality standards of the Virginia Department of Environmental Quality and Virginia State Water Control Board. Water temperature, dissolved-oxygen concentration, specific conductance, pH, and turbidity measured in Breckenridge Reservoir generally indicated a lack of stratification in the water column of the reservoir throughout the study period. This is unlike most other reservoirs in the region and may be influenced by the reservoir's relatively short length and the aerators that operate in the reservoir near the spillway. In general, the water-quality of Breckenridge Reservoir is similar to other reservoirs in the region, and the measurements made during this study indicate that the reservoir is healthy and is not in violation of published State Water Control Board ambient water-quality standards. Water samples at three reservoir sites were analyzed for 53 pesticides, but only atrazine was found to be above the laboratory minimum reporting level. Atrazine concentrations of 0.008 and 0.010 microgram per liter near the surface and bottom of the reservoir, respectively, were found at all three sampling locations. Bottom-material samples were collected for analysis of trace elements at all three reservoir sampling sites. Concentrations of arsenic, cadmium, and mercury in bottom material were similar to those analyzed in other reservoirs in the region. However, most other constituents that were collected from Breckenridge Reservoir, especially iron and lead, showed much higher concentrations than the other reservoirs. During the course of the study, increased turbidity and Escherichia coli bacteria counts were observed during or after periods of increased tributary discharge, and Secchi-disk depths decreased during those same periods. These streamflow and water-quality indicators suggest a close relationship between Breckenridge Reservoir and its tributaries.