Scoping Report: Public Safety of Low-Head Hydraulic Structures
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Newlands Project
MP Region Public Affairs, 916-978-5100, http://www.usbr.gov/mp, February 2016 Mid-Pacific Region, Newlands Project History The Newlands Project was one of the first Reclamation projects. It provides irrigation water from the Truckee and Carson Rivers for about 57,000 acres of cropland in the Lahontan Valley near Fallon and bench lands near Fernley in western Nevada. In addition, water from about 6,000 acres of project land has been transferred to the Lahontan Valley Wetlands near Fallon. Lake Tahoe Dam, a small dam at the outlet of Lake Tahoe, the source of the Truckee Lake Tahoe Dam and Reservoir River, controls releases into the river. Downstream, the Derby Diversion Dam diverts the water into the Truckee Canal and Lahontan Dam, Reservoir, carries it to the Carson River. Other features and Power Plant include Lahontan Dam and Reservoir, Carson River Diversion Dam, and Old Lahontan Dam and Reservoir on the Carson Lahontan Power Plant. The Truckee-Carson River store the natural flow of the Carson project (renamed the Newlands Project) was River along with water diverted from the authorized by the Secretary of the Interior Truckee River. The dam, completed in 1915, on March 14, 1903. Principal features is a zoned earthfill structure. The reservoir include: has a storage capacity of 289,700 acre-feet. Old Lahontan Power Plant, immediately below Lahontan Dam, has a capacity of Lake Tahoe Dam 42,000 kilowatts. The plant was completed in 1911. Lake Tahoe Dam controls the top six feet of Lake Tahoe. With the surface area of the lake, this creates a reservoir of 744,600 acre- Truckee Canal feet capacity and regulates the lake outflow into the Truckee River. -
Leasburg Diversion Dam Flows Along the Rio Grande River About a Mile and a Half Northwest of Fort Selden Historic Site
H. Davis with the U.S. military was Explore History, Where It Happened surveying the area for use as a military Visit New Mexico Historic Sites and explore the state’s most important places. post. These seven historic sites and one historic property highlight the traditions and Today, the Diversion Dam is part of culture of New Mexico. It is an experience LEASBURG Leasburg Dam State Park, designated a you won’t forget. state park in 1971. DIVERSION DAM Help Preserve Fort Selden Help us preserve Fort Selden by becoming a site volunteer or by making a designated gift to the Museum of NM Foundation for the Fort’s preservation and interpretation. 100% of your gifts will be used to support Fort Selden. Become a Friend of Fort Selden Join other community members as we work to form a non-profit group to support the Fort. Call us for more information at 575-202-1638. The Leasburg Diversion Dam flows along the Rio Grande River about a mile and a half northwest of Fort Selden Historic Site. This diversion dam is vitally important to the region because water is one of New Mexico’s most important commodities. For thousands of years the Rio Grande has been a source of water for travelers, settlers, and livestock and provided water for crop irrigation. Fort Selden Historic Site However, the Rio Grande is an extremely powerful force of nature. It 1280 Ft. Selden Rd. Radium Springs, NM 88054 is a naturally moving river whose path changes on an almost yearly basis. Phone (575) 526-8911 Regional Office: (575) 202-1638 nmhistoricsites.org In the mid-19th century, settlers in the two flood controls in Picacho North and through to the Juarez Valley can have Upper Mesilla Valley were looking for Picacho South; and diversion dams access to water when needed. -
DETERMINING the LOCATION of HYDRAULIC JUMP by MODEL TEST and HEC-2 FLOW ROUTING/ a Thesis Presented to the Faculty of the Fritz
L-DETERMINING THE LOCATION OF HYDRAULIC JUMP BY MODEL TEST AND HEC-2 FLOW ROUTING/ A Thesis Presented to The Faculty of the Fritz J. and Dolores H. Russ College of Engineering and Technology Ohio University In Partial Fulment of the Requirement for the Degree Master of Science by Chen-Feng Li, 4 August, 1995 ACKNOWLEDGEMENTS The author gratefdly acknowledges the hanicial support fiom my family, advisor Dr. Chang (Civil Engineering Dept., Ohio University) and Feng Chia University (Taiwan). The author would like to thank the Civil Engineering Department for the help they provided by supplying the various equipment used for my studies. The author also wants to thank those who have helped in my thesis writing. TABLE OF CONTENTS TABLE OF CONTENTS ................................iv LIST OF TABLES ...................................vii LIST OF FIGURES .................................. viii LIST OF SYMBOLS ..................................xii I. INTRODUCTION .................................. 1 I. 1 Background of Study .......................... 1 1.2 Purpose of Study ............................ 2 1.3 Buckingham PI Theorem and Dynamic Simulation ........... 2 1.4 Experiments and Requirements ..................... 3 I .5 The FUTURE Development of the Study ................ 4 I1 . SELECTED LITERATURE REVIEW ..................... 6 11 . 1 Theoretical Development of Hydraulic Jump .............. 6 II.2 Studies of Hydraulic Jump ....................... 6 LI.3 Channel Slope and Hydraulic Jump ................... 8 v 11.4 Length and Location of Hydraulic Jump .................11 II.5 Force and Hydraulic Jump ........................14 II.6 Hydraulic Structures and Hydraulic Jump ................16 II.6.1 Hydraulic Jump in A Stilling Basin ...............17 II.6.2 Sluice Gate and Hydraulic Jump ................17 11.6.3 Sill and Hydraulic Jump ....................19 11.7 Computer Simulation ofHydraulic Jump Surface Profiles ........24 m . -
Characteristics of Undular Hydraulic Jump Downstream of a Sluice Gate
CHARACTERISTICS OF UNDULAR HYDRAULIC JUMP DOWNSTREAM OF A SLUICE GATE KARAKTERISTIK LONCATAN HIDROLIK UNDULAR DI HILIR PINTU AIR Komang Arya Utama 1), Bambang Yulistiyanto 2), and Budi S. Wignyosukarto 2) 1) Lecturer in Civil Engineering Department, Faculty of Engineering, Gorontalo State University 2) Lecturer in Civil and Environmental Engineering Department, Faculty of Engineering, Gadjah Mada University ABSTRACT Undular hydraulic jump is a hydraulic jump with a low Froude number which is marked by the emergence of a fixed roller. Information about the characteristics of undular hydraulic jump is still very poor. In order for the interests of the development of science, it is necessary to in-depth study of the hydraulic characteristics and phenomenon that appear on the undular hy- draulic jump. This research is applying the 2D physical model that used a tilting flume. Sluice gate is used as a tool to gene- rate the undular hydraulic jump. Measurement of distance and depth using a point gauge while the flow velocity was measu- red using a Nixon Streamflo 422 Currentmeter. Circulation flow is driven by using water pumps with discharge 15 l/s and 30 l/s. The results of this study indicate that the maximum flow velocity of dimensionless velocity distribution are at 0.5 - 0.9. Lowest value of Froude number obtained in running model Q9A1 is Fr1 = 1.197 and its highest value obtained in running mo- del Q3A1 is Fr1 limit = 2.258. The wave steepness is mild with a slope range are 0.1 to 0.3 or 10% to 30%. The length and height of the wave form are reduce at the first, second, third and so on until the condition of conjugate depth (y3). -
Analysis of Turbulent Hydraulic Jump Over a Transitional Rough Bed of a Rectangular Channel: Universal Relations Noor Afzal Aligarh Muslim University, India
University of Nebraska - Lincoln DigitalCommons@University of Nebraska - Lincoln Civil Engineering Faculty Publications Civil Engineering 2011 Analysis of Turbulent Hydraulic Jump over a Transitional Rough Bed of a Rectangular Channel: Universal Relations Noor Afzal Aligarh Muslim University, India A. Bushra University of Nebraska-Lincoln Abu Seena Korea Advanced Institute of Science and Technology, Daejeon, Korea Follow this and additional works at: http://digitalcommons.unl.edu/civilengfacpub Part of the Hydraulic Engineering Commons Afzal, Noor; Bushra, A.; and Seena, Abu, "Analysis of Turbulent Hydraulic Jump over a Transitional Rough Bed of a Rectangular Channel: Universal Relations" (2011). Civil Engineering Faculty Publications. 54. http://digitalcommons.unl.edu/civilengfacpub/54 This Article is brought to you for free and open access by the Civil Engineering at DigitalCommons@University of Nebraska - Lincoln. It has been accepted for inclusion in Civil Engineering Faculty Publications by an authorized administrator of DigitalCommons@University of Nebraska - Lincoln. Published in Journal of Engineering Mechanics 137:12 (2011), pp. 835-845; doi: 10.1061/(ASCE)EM .1943-7889.0000294 Copyright © 2011 American Society of Civil Engineers. Used by permission. Submitted August 9, 2010; approved June 27, 2011; published online June 29, 2011. digitalcommons.unl.edu Analysis of Turbulent Hydraulic Jump over a Transitional Rough Bed of a Rectangular Channel: Universal Relations Noor Afzal,1 A. Bushra,2 and Abu Seena3 1. Visiting Professor, Department of Mechanical Engineering, Korea Advanced Institute of Science and Technology, Daejeon, Korea, and Faculty of Engineering, Aligarh Muslim University, Aligarh, India 2. Department of Civil Engineering, University of Nebraska 3. Department of Mechanical Engineering, Korea Advanced Institute of Science and Technology, Daejeon, Korea. -
6 Hedge Canal Diversion Dam Daly Ditches Irrigation District
6HedgeCanalDiversionDam DalyDitchesIrrigationDistrict ProjectDescription DalyDitchesIrrigationDistrict[DDID][Hamilton] wastherecipientof$290,000inAmericanRein vestmentandRecoveryAct[ARRA]fundsin 2009.Thisfundingwasusedtoreplaceanaged timberdiversiondamontheBitterrootRiver southofHamilton. Thisprojectconsistedofreplacingtheexisting timberframediversiondamwithamoresolid damconsistingofa6’vertical,subsurfacecon cretewallsupportinga6’verticalgroutedrock wall.Thisnewstructureservedtostabilizethe riverbankatitsinterfacewithacanaladjacentto theBitterrootRiver,bypassinganuphillspring runningbeneaththecanal,thusenablingcontin uedfunctioningofthedam. Figure61–Largeboulderswereplacedandgroutedtogetheratthe Thenew,replacementdiversiondamprevents siteoftheformer,decayingdam.[Photo:PropertyofMorrison fishentrainmentwhileencouragingfishpassage. MaierleInc.] Previousfailuresofthediversiondamhavere sultedinalossofirrigationwatersto41%ofthe irrigationdistrict. History DDIDwasfoundedbyMarcusDalyinthelate 1800sandincludestheHedgeCanalDiversion Dam.Thiscanalwasconstructedadjacenttoand uphilloftheBitterrootRiverintheearly1900s. Uponitsconstruction,itwasexpectedtofunc tionfor50to75years.Sinceitsconstruction,a springhasdevelopeduphillfromthecanal,which hasservedtocausesignificantweakeningofthe canalbankbetweentheriverandthecanal.An additionaldetrimenttotheoriginaldiversion damhasbeenthecontinuederosionoftheriver bank,duetoriverfluctuationsincombination Figure62–Boulderplacementaccuracyhelpedtoensurethelon withanunstablebank.Thiserosionhascontrib gevityofthereplacementdam.[Photo:PropertyofMorrisonMaierle -
Rio Grande Project
Rio Grande Project Robert Autobee Bureau of Reclamation 1994 Table of Contents Rio Grande Project.............................................................2 Project Location.........................................................2 Historic Setting .........................................................3 Project Authorization.....................................................6 Construction History .....................................................7 Post-Construction History................................................15 Settlement of the Project .................................................19 Uses of Project Water ...................................................22 Conclusion............................................................25 Suggested Readings ...........................................................25 About the Author .............................................................25 Bibliography ................................................................27 Manuscript and Archival Collections .......................................27 Government Documents .................................................27 Articles...............................................................27 Books ................................................................29 Newspapers ...........................................................29 Other Sources..........................................................29 Index ......................................................................30 1 Rio Grande Project At the twentieth -
Algorithms for Automatic Control Diversion Dams
• - --·--. - . e ALGORITHMS FOR AUTOMATIC CONTROL OF DIVERSION DAMS by Clark P. Buyalski UNITED STATES DEPARTMENT OF THE INTERIOR Bureau of Reclamation Engineering and Research Center Denver, Colorado A paper to be presented at the ASCE Water Forum '86, "World Water Issues in Evolution," August 4-6,1986, Long Beach, California. .#'· ALGORITHMS FOR AUTOMATIC CONTROL OF DIVERSION DAMS by Clark P. Buyalski, P. E., M. ASCE 1/ ASCE Water Forum '86 "World Water Issues in Evolution" August 4-6, 1986 Long Beach, California 1/ Research Hydraulic Engineer, Engineering and Research Center, D-1531, Bureau of Reclamation, PO Box 25007, Denver Federal Center, Denver CO 80225. • ALGORITH~1S FOR AUTOMATIC CONTROL OF DIVERSION DAt~S by Clark P. Buyalski l/, P. E., M. ASCE ABSTRACT The nature of the upstream river inflow to a reservoir of a typical diversion dam determines how the releases downstream are made. River inflow can be (1) intermittent or (2) continuous with a wide variation in magnitude. The application of local automatic control for the releases from a diversion dam that has intermittent river inflow is limited. For this case, it is better to install a remote monitoring system and make the releases by manual operation. The diversion dam that has a continuous river inflow can utilize onsite control algorithms for the local automatic regulation of the releases downstream. This paper discusses the typical diversion dam and the two basic operational concepts. The criterion for selecting a remote monitoring-manual operated system versus a local automatic controlled system is included. The general concept of the remote monitoring system and the design of a practical local automatic controller are then discussed and a summary is provided. -
Undular Jump, Numerical Model and Sensitivity
Alma Mater Studiorum - Università di Bologna FACOLTÀ DI SCIENZE MATEMATICHE, FISICHE E NATURALI Corso di Laurea specialistica in Fisica Dipartimento di Fisica UNDULAR JUMP NUMERICAL MODEL AND SENSITIVITY ANALYSIS Tesi di laurea di: Relatore: MICHELE RAMAZZA Prof. RAMBALDI SANDRO Correlatori: Prof. MANSERVISI SANDRO Dott. CERVONE ANTONIO Sessione III Anno Accademico 2007-2008 2 CONTENTS Abstract................................................................................................................................................5 Sommario.............................................................................................................................................5 List of symbol ....................................................................................................................................6 1.Introduction ....................................................................................................................................8 1.1.Open channel flow.................................................................................................................8 1.1.1.Introduction....................................................................................................................8 1.1.2.Classification of open channel flows.........................................................................8 1.1.3.Complexity ....................................................................................................................8 1.2.Bases of open channel hydraulics ...................................................................................10 -
Upper San Joaquin River Basin Storage Investigation Draft
Chapter 11 Geology and Soils This chapter describes the affected environment for geology and soils, as well as potential environmental consequences and associated mitigation measures, as they pertain to implementing the alternatives. This chapter presents information on the primary study area (area of project features, the Temperance Flat Reservoir Area, and Millerton Lake below RM 274). It also discusses the extended study area (San Joaquin River from Friant Dam to the Merced River, the San Joaquin River from the Merced River to the Delta, the Delta, and the CVP and SWP water service areas). Affected Environment This section describes the affected environment related to geology, geologic hazards, erosion and sedimentation, geomorphology, mineral resources, soils, and salts. Where appropriate, geology and soils characteristics are described in a regional context, including geologic provinces, physiographic regions, or other large-scale areas, with some area-specific geologic maps and descriptions of specific soil associations. Geology This section describes the geology of the primary and extended study areas. Primary Study Area A description of the surficial geologic units encountered in the primary study area is presented in Table 11-1. Geologic maps of the primary study area and the area of project features are presented in Figure 11-1 and Figure 11-2, respectively. Draft – August 2014 – 11-1 Upper San Joaquin River Basin Storage Investigation Environmental Impact Statement Table 11-1. Description of Surficial Geologic Units of the Primary Study Area Geologic Map of Millerton Lake Quadrangle, West-Central Sierra Nevada, California1 Formation Surficial Deposits General Features Abbreviation Plutonic rocks characterized by undeformed blocky hornblende prisms as long as 1 cm and by biotite books as Tonalite of Blue Canyon much as 5 mm across. -
Dha Ne Diversion Dam Site
6/20/2011 Dha Ne Diversion Dam Site East Paktika Direction of Stream Flow Facing Northwest Facing Northeast Facing North 1 6/20/2011 Direction of Stream Flow Intake Canal Main Irrigation Canal Facing East Facing Northeast Intake Canal Direction of Stream Flow Facing Southeast Facing South West End of Diversion Dam 2 6/20/2011 Direction of Stream Flow Diversion Dam Facing West Direction of Stream Flow East end of Diversion Dam West end of Diversion Dam Facing Northeast Intake Canal 3 6/20/2011 Hybati Reservoir East Paktika Direction of Stream Flow Facing North Primary source water for Hybati Reservoir 4 6/20/2011 Direction of Stream Flow Facing East Primary source water for Hybati Reservoir Direction of Stream Flow Facing South Primary source water for Hybati Reservoir 5 6/20/2011 Direction of Stream Flow High Ground forms center of Dam South End of Dam North End of Dam Facing West Primary source water for Hybati Reservoir South End of Dam Direction of Stream Flow North Rock outcrop at confluence Facing West Primary source water at confluence of three streams 6 6/20/2011 Wider View Facing West Primary source water at confluence of three streams Direction of Stream Flow Facing Southeast to North of main source stream 7 6/20/2011 Improvised Gate dug at North end to allow water to High Ground the two side of dam were built into. flow from the north part of reservoir North part of reservoir cannot drain into the south side where the flood gate was built Center of Dam facing North Center of Dam facing Northeast Direction of Stream Flow Ridge Line center of dam Not pictured is mechanical gate that feeds the main irrigation canal for the Hybati Village at a certain depth of water only the southern body of water can flow through the gate as the northern part is cut off by the high ground that the dame is built into. -
St Mary Diversion Dam & Canal Headworks Sherburne Dam & Lake
4 St Mary Canal Halls Coulee Siphon 1 Sherburne Dam & Lake Sherburne 2 St Mary Diversion Dam & Canal Headworks 3 St Mary Canal - River Siphon 5 St Mary Canal Drop Structure The St. Mary Supply System and the greater Milk River Project M Cypress Hills ilk Prov. Park Wa Lethbridge Cypress Hills ters Prov. Park . he k r d e C . e B S A S K A T C H E W A N r r e C C t o a s u i ll r nd v e a er e ry St. Mary Canal detail (U.S.) Riv a B w m y D r r a i lo a k t a g e t F n M Kilometers l e o Eastend . e Cypress r C Eastend 4 t Res. 2 A L B E R T A S C 0 10 20 30 Merryfat Lake CANADA F St. Mary Battle Ravenscrag ren Reservoir Magrath 0 10 20 Creek ek ch UNITED STATES OF AMERICA Cre Oxara m 21 a D Milk Wa M n r Miles Robsart e ter M O N T A N A y n s Middle i h e r n l S d 13 r e C Huff Lake i a a e t d v a Creek Res. v e n . na Ri d i M a l A L B E R T A l dian d 18 C a e r M B C y C ilk n L B R anal Wate a o r y rs u d C r 5 h r g .