Sample records for dam safety program
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1981-09-14
DACW-51-81-C-0006 . PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT PROJECT. TASK AREA & WORK UNIT NUMBERS ~ Flaherty-Giauara Associates...olie It neceary and Idontily b block number) Dam Safety National Dam Safety Program Visual Inspection Lake Muskoday Dam Hydrology, Structural Stability...DELAWARE RIVER BASIN LAKE MUSKODAY DAM SULLIVAN COUNTY, NEW YORK INVENTORY No.NY341 PHASE I INSPECTION REPORT NATIONAL DAM SAFETY PROGRAM J T C NEW YORK
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1978-05-01
1 . REPORT NUMB» NJ00015 2. GOVT ACCESSION NO ’base I Inspection Report* lational Dam Safety Program* found Valley South Dam> ’Hunterdon...Springfield, Virginia, 22151. 1 «. KEY WOROS (Continue on rereree elde II neeeeeery end Identity by block number) National Dam Safety Program Dam...IW,. 1 ,W,,.^U„UI,H..l,. 1 ,«.M,.„—II SECURITY CLASSIFICATION OP THIS PAOEfWhan Dmtm gnlafQ SECURITY CLASSIFICATION OF THIS PAGEfWhan Data Fnr.r.di
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1980-09-26
Inspection Report Brocton Reservoir National Dam Safety Program Lake Erie Basin, Chautauqua County, New York 6. PERFORMING ORG. REPORT NUMBER Inventory No...LAKE ERIE BASIN BROCTON RESERVOIR I ’CHAUTAUQUA COUNTY, NEW YORK I INVENTORY NO. N.Y. 785 PHASE I INSPECTION REPORT NATIONAL DAM SAFETY PROGRAMI. I...Drawings I I I I I I I I I I PHASE I INSPECTION REPORT NATIONAL DAM SAFETY PROGRAIM NAME OF DAM: Brocton Reservoir Inventory No. N.Y. 785 I STATE LOCATED
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1979-12-01
34 which identifies the program element, project, task area, and work unit or equivalent under which the work was authorized. Block 11. Controlling ...Dam Inventory and Inspection Section, LMSED-PD ULSF 210 Tucker Blvd., North, St. Louis, Mo. 63101D C O 11. CONTROLLING OFFICE NAME AND ADDRESS 12m...under the National Program of Inspection of Non -Federal Dams. This report assesses the general condition of the dam with a respect to safety, based on
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1981-07-01
AD-AI03 500 NEW JERSEY DEPT OF ENVIRONMENTAL PROTECTION TRENTON --ETC F/G 13/13 NATIONAL DAM SAFETY PROGRA . UPPER MOHAWK LAKE DAM (NJOO292) D0-TC...NATIONAL DAM SAFETY PROGRAM DTIC UG 3 1981 PRO F, SA G DISTl-%iL ~ Lj,,. U L TED. DEPARTMENT OF THE ARMY Philadelphie District Corps oF Engineers...GOVT ACCESSION Ni. 3. RECIPLLT*S CATALOG NUMBER ib EN/NAP-�/NJO0292-81/07 0, u)-, c J . () 4. TITLE (and Subtl) S. TYPE OF REPORT a PERIOD
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1980-10-01
AD-A105 988 HOSKINSEWESTERN-SONOER EGGER INC LINCOLN NEM F/S 13/13 NATIONAL DA -M SAFETY PROGRAM. LI PS LAKE DAM (MO 3021 ). MISS! SS7 - TC(U...COMPLETING FORM i. REPORT NUMBER 12. GOVT ACCESSION NO. 3. RECIPIENT’S CATALOG NIOMBER 4. TITLE (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED Phase I Dam
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1981-06-01
during tropical storm Camille. 5.4 Flood Potential: The 100-Year Flood, 1/2 PMF, and PH? were developed by use of the HEC-l computer program (Reference 2...Appendix V) and routed through the reservoir using the NWS-Dambreak computer program (Reference 3, Appendix V). Clark’s Tc and R coefficients for...AD-AO" 330 ARMY ENGINEER DISTRICT NORFOLK VA F/6 13/13 NATIONAL DAM SAFETY PROGRAM . NELSON DAM (INVENTORY NUMBER VA 12--ETC(U) JUN 81 B 0 TARANUNCL
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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
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NASA Astrophysics Data System (ADS)
Carter, N. T.
2017-12-01
The nation's flood risk is increasing. The condition of U.S. dams and levees contributes to that risk. Dams and levee owners are responsible for the safety, maintenance, and rehabilitation of their facilities. Dams-Of the more than 90,000 dams in the United States, about 4% are federally owned and operated; 96% are owned by state and local governments, public utilities, or private companies. States regulate dams that are not federally owned. The number of high-hazard dams (i.e., dams whose failure would likely result in the loss of human life) has increased in the past decade. Roughly 1,780 state-regulated, high-hazard facilities with structural ratings of poor or unsatisfactory need rehabilitation. Levees-There are approximately 100,000 miles of levees in the nation; most levees are owned and maintained by municipalities and agricultural districts. Few states have levee safety programs. The U.S. Army Corps of Engineers (Corps) inspects 15,000 miles of levees, including levees that it owns and local levees participating in a federal program to assist with certain post-flood repairs. Information is limited on how regularly other levees are inspected. The consequence of a breach or failure is another aspect of risk. State and local governments have significant authority over land use and development, which can shape the social and economic impacts of a breach or failure; they also lead on emergency planning and related outreach. To date, federal dam and levee safety efforts have consisted primarily of (1) support for state dam safety standards and programs, (2) investments at federally owned dams and levees, and (3) since 2007, creation of a national levee database and enhanced efforts and procedures for Corps levee inspections and assessments. In Public Law 113-121, enacted in 2014, Congress (1) directed the Corps to develop voluntary guidelines for levee safety and an associated hazard potential classification system for levees, and (2) authorized support for the development of state levee safety programs. As of 2017, federal funding for work pursuant to these provisions has been limited. Key policy considerations include (1) whether the status quo regarding investment and responsibilities in dam and levee safety results in a tolerable level of risk nationally and locally, and (2) who bears those risks.
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1979-04-01
NJ00293 1. OOVT ACCESSION NO. 4. TITLE (and Submit) Phase I Inspection Report National Dan Safety Program Manalapan Lake Dam Middlesea County...ssthoriistioa of set, Fsblic Lsw M- Ss7 . k brlsf assasaasat of ths ssa’s csssltlss is giwaa is ths frost of ths rsaort. oa wlsssl iaasostlaa, svallsbla
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NASA Astrophysics Data System (ADS)
Wolfhope, J.
2017-12-01
This presentation will focus on the history, development, and best practices for evaluating the risks associated with the portfolio of water infrastructure in the United States. These practices have evolved from the early development of the Federal Guidelines for Dam Safety and the establishment of the National Dam Safety Program, to the most recent update of the Best Practices for Dam and Levee Risk Analysis jointly published by the U.S. Department of Interior Bureau of Reclamation and the U.S. Army Corps of Engineers. Since President Obama signed the Water Infrastructure Improvements for the Nation Act (WIIN) Act, on December 16, 2016, adding a new grant program under FEMA's National Dam Safety Program, the focus has been on establishing a risk-based priority system for use in identifying eligible high hazard potential dams for which grants may be made. Finally, the presentation provides thoughts on the future direction and priorities for managing the risk of dams and levees in the United States.
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1980-02-01
Safety Inspection of Dams" are not available. These studies should be performed by a professional engineer experienced in the design and construction...engineer experienced in the design and construction of tailings dams. An inspection and maintenance program should be initiated. Periodic inspections...Page No. SECTION 1 - PROJECT INFORMATION 1.1 General 1 1.2 Description of Project 1 1.3 Pertinent Data 2 SECTION 2 - ENGINEERING DATA 2.1 Design 5 2.2
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1981-08-14
Guidelines for Safety Inspection of Dams. d. Hazard Classification - Cherry Hill Road crosses the channel 1600 feet downstream from the dam and Tuthill...Road crosses the channel 1.5 miles below the dam. A home is located within 5 feet of the stream elevation, about 10 feet from the stream, and...below the dam. Cherry Hill Road crosses the channel 1600 feet downstream of the dam and Tuthill Road crosses the channel 1.5 miles below the dam. A home
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1980-11-01
MISSOURPI 6 311-0 FOR: U. S. ARMY ENGINEER DISTRICT, ST. LOUIS CORPS OF ENGGINEERS -, NOVE4BER 1980 HS-8011 PHASE I REPORT NATIONAL DAM SAFETY...if the dam should fail, there may be loss of life, serious damage to homes, or extensive damage to agricultural, industrial and commercial facilities
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1979-04-01
programs for non-Federal dams. (3) To update, verify and complete the National Inventory of Dams. 1.2 DESCRIPTION OF PROJECT a. Location. The Lovejoy Pond...BUREAU OF STANDARDS- 1963-A 41 ANDROSCOGGIN RIVER BASIN NORTH WAYNE ,MAINE LOVEJOY POND DAM ME-00022 0 PHASE I INSPECTION REPORT NATIONAL DAM INSPECTION...side of necessar mnd idenifIr bioc Sigmmber) DAMS, INSPECTION, DAM SAFETY, * Androscoggin River Basin North Wayne, Maine Lovejoy Pond * 20. ABSTRACT
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1981-08-14
facilitate thedischarge of storm flows. 2. The animal burrows, depressions , and tire ruts onthe crest of the dam should be filled, compacted and seeded. 3...storm flows. 2. The animal burrows, depressions , and tire ruts on the crest of the dam should be filled, compacted, and seeded...defined by the Recommended Guidelines for Safety Inspection of Dams (Reference 13, Appendix D). d. Hazard Classifications - Cranberry Lake Dam is one mile
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1979-09-01
ificatiozh Distributon/ Availabilit oe LAKEVIEW ESTATES DAM WARREN COUNTY, MISSOURI MISSOURI INVENTORY NO. 11004 PHASE I INSPECTION REPORT NATIONAL DAM SAFETY...and *impounds less than 1,000 acre-feet of water . Our inspection and evaluation indicates that the spill- way of Lakeview Estates Dam does not meet...not be measured because of high reservoir level, scalloping near the crest and a berm just under the water surface. Limestone riprap in sizes from sand
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DAM Safety and Deformation Monitoring in Dams
NASA Astrophysics Data System (ADS)
Kalkan, Y.; Bilgi, S.; Potts, L.; Miiama, J.; Mahgoub, M.; Rahman, S.
2013-12-01
Water is the life and necessity to water is increasing day by day with respect to the World population, rising of living standards and destruction of nature. Thus, the importance of water and water structures have been increasing gradually. Dams are among the most important engineering structures used for water supplies, flood controls, agricultural purposes as well as drinking and hydroelectric power. There are about 150.000 large size dams in the World. Especially after the Second World War, higher and larger capacity dams have been constructed. Dams create certain risks like the other manmade structures. No one knows precisely how many dam failures have occurred in the World, whereas hundreds of dam failures have occurred throughout the U.S. history. Some basic physical data are very important for assessing the safety and performance of dams. These are movement, water pressure, seepage, reservoir and tail-water elevations, local seismic activities, total pressure, stress and strain, internal concrete temperature, ambient temperature and precipitation. These physical data are measured and monitored by the instruments and equipment. Dams and their surroundings have to be monitored by using essential methods at periodic time intervals in order to determine the possible changes that may occur over the time. Monitoring programs typically consist of; surveillance or visual observation. These programs on dams provide information for evaluating the dam's performance related to the design intent and expected changes that could affect the safety performance of the dam. Additionally, these programs are used for investigating and evaluating the abnormal or degrading performance where any remedial action is necessary. Geodetic and non-geodetic methods are used for monitoring. Monitoring the performance of the dams is critical for producing and maintaining the safe dams. This study provides some information, safety and the techniques about the deformation monitoring of the dams. Therefore, this study gives essential information about the dam safety and related analysis. Monitoring of dams is crucial since deformation might have occurred as a result of erosion, water load, hydraulic gradients, and water saturation. The case study is the deformation measurements of Ataturk Dam. This dam was constructed on Firat River and it has importance for providing drinking water, hydroelectric power and especially irrigation. In addition, brief information is given about this dam and the methods of geodetic and non-geodetic monitoring measurements applied by various disciplines. Geodetic monitoring methods are emphasized in this study. Some results have been obtained from this method for nearly seven years are presented in this work. In addition, some deformation predictions have been made especially for the cross sections where the maximum deformations took place.
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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
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1980-08-01
8217 m’-* k TOW LAKE DAM -- CRAWFORD COUNTY, MISSOURI * ~MO 30MS PHASE 1 INSPECTION REPORT NATIONAL DAM SAFETY PROGRAM Unkd Ska AnviV €Ow" of Ifntineers I...REPORT NUMBER Crawford County, Missouri 7. AUTHOR() 1 . CONTRACT OR GRANT NUMBER(@) Anderson Engineering, Inc. D6ACW4 3-8j-C-#73 9. PERFORMING ORGANIZATION...oF 1 MOV SS IS O~LET’E UNCLASSIFIED SECUFITY CLASSIFICATION OF THIS PAGE (When Dote Entered) SI ’ SECURITY CLASSIFICATION OF THIS PAOR(3SOM DOS a
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1981-01-01
thereof in such quantity as will yield 50 pounds of nitrogen per acre. In the case of 33 per cent amonium nitrate , the above provisions will be interpreted...Dam Safety, Lake, Dam Inspection, Private Dams S& ASTRACT (Ct0- m -. d Idenuutyl by block number) This report was prepared under the National...may be obtained from the Office of the Chief of Engineer., Washington, D . C., 20314. The purpose of a Phase I investigation is not to provide a
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1980-12-01
report was prepared under the National Program of Inspection of Non-Federal Dams. This report assesses the general condition of the dam with respect to...enter the complete contract or grant number(s) under which the wo-ieported was accomplished. Leave blank in in-house reports. Block 9. Performing...34Research and Development Planning Summary," which identifies the program element, project, task area, and work unit or equivalent under which the work
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1981-07-01
A102 671 NEJESYEPOFEVONETLPOETO TRNO FI133 NATIONAL DAM SAFETY PROGRAM. LAKE OCQUITTUNK DAM (NJO0260), OEL--ETC(U) JUL 81 A PERERA DACW61- C -0011...NISED3 I D: C YN .I!’ A SIGrNIFICANT NXt ’BEi OF PAG-W W9IGHl DO t RIPR ODUCE LEGIBLY. DEPARTMENT OF THE ARMOTIC Philadelphia District E LECTE9...l1()iora~ble IT; ndan "! yrn& Dirztrjbutijo.l r TF . Governor oi New JersEy AvDTiI biA, tic aton, Nuw Jerstx’ Olb21 77 L D i,-,t Spe( C i.A Uear
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1980-07-01
NATIONAL DAM SAFETY PRGRAM .. For Aldc S f~ ’,/~ / ZTXS GRIA&I’ ’ ’, ’-t ’ lIncedI Jsti ficatio "--- - . - .’i -, ! Aval and/or Dist.I special...Only through frequent inspections can unsafe conditions be detected and only through continued care and maintenance can these conditions be prevented ...the dam and modify as necessary. 3) The eroded area located at the right abutment should be corrected in order to prevent continual or increased flow of
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1980-12-01
IED MSa. DECL ASSI FICATION/DOWNGRAOING SCHEDULE 16 . ODISTRIBUTION STATEMENT (of this Report) Approved for release; distribution unlimited. 17...the dam with respect to safety, based on available data and on visual inspection, to determine if the dam poses hazards to human life or property . UWDO...General. Make Blocks 1. 4, 5, 6. 7, It. 13, 15, and 16 agree with the corresponding information on the report cover. Leave Blocks 2 and 3 blank. Block 1
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1980-10-01
Lake, Dam Inspection, Private Dams 20 AWTACT (Ce ffm ew - m*1et N naeey ad identfy by block number) This report was prepared under the National Program...cO r " 7 - IM-.r Il: r’ o .rrr4 QM zc PLT DL1 ~OC.4..NW to~.. c pz acca ~ ~ ~ 0 AaO cr~c 0000000000 ca~cc 0 NOCC~C ~ j...a ~ in =o ,0 0 00 O 0~ co
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1981-03-01
pt 3349 tIto . %. 0- Z 20a Z US It - r.422 j - oil too I - i n IN IU w-nj 1.t 1-1 1 1 Uzi bp- r* 93 I .- -CL US0 (1syOWSW!)C 91 00A o Z z 49 W, x _jW4~0...UNCLASSIFIED .’mollIIEIEEIIII l//lEEBhE/h//E IIIEEIIIlIIIII I hhhhhhhhhhhhl POTOAC RIVER BASIN Name Of Dam: UPPER APPLE MTN. 6 LOWER ALE Mt. Location...WARREN COUNTY Inventory Number: VA. 48711 S VA. 16709 PHASE I INSPECTION REPORT NATIONAL DAM SAFETY PROGRAM + I + - SEP3 tell. "=: ~~t PUMP, -We"* li
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1980-08-01
0025 UNCLASSIFIED NL m -hmmII hhh~ENDhE~E EEEEL~ ___ OHIO RIVER BASIN TROUT RUN, CAMBRIA COUNTY PENNSYLVANIA NOI No. PA 00444 ~LEVEL tPennDER No. 11-17...COUNTY, COMMONWEALTH OF PENNSYLVANIA NDI No. PA 00444 PennDER No. 11-17 --PHASE--I -INSPECT-I ON--REPRT m - i-’ JNATIONAL.DAM. AFETY PROGRAM I,.ti/t UK...Construction History - The dam was designed by Andrew B. Crichton , Civil and Mining Engineer, Johnstown, Pennsylvania. The dam was constructed in 1909 and 1910
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1979-03-01
iIIASQJII I ~SO~O1R I ~1Location: ~ r ~oi i ~air caurny, VII~INIA ~Inventory Number: VA .!:L.12703 1 - ,~ / ~ L~] PHASE I INSPECTION REPORT ‘ (9AT1ON...ak.lr.Sl sst tsd I ., MIoek 30. St ~~1l vwt ft... R p ert) - IS. SUPPLEMENTARY NOTES Copies are obtainable froB National Technica l Information...Service , Springfield , Virginia 22151 IL KEY BeRGS (C.” ~~ :. isua &~~ U 11 U4 SY i I ~~UU1)’ by block r ~~b.r) - Dam - VA National Darn Safety Program
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1981-08-05
Location The dam is located in Ossining , Westchester County, New York. The dam is located approximately four miles north- east of the City of... Ossining . c. Size Classification The dam has a structural height of 16 feet and a reservoir storage capacity of 150 acre-feet. The dam is clas- sified as...President of the Association is Mr. Barry Shainman, Adams Road, Ossining , New York, 10562, Telephone No. (914) 762-118C. f. Purpose Still Lake Dam
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1981-08-05
r .~ ASSIFIED National Dam Safety Program. John D. ASSICATIO1J OWOAGRA01G Rockefeller Jr. Dam (Inventory Number ouL IS. 0:STP.3...JOH A: ROCKEELLE JR. DM.9 Ii Zee~~~~~1- n.,..d*-~~)~ ~ >-. I 20 * * I o u 4V e- VIWN.T MA 21. Ih ftJ 28I ChA S" r . I.’I ’Pi JOHN D. ROCKEFELLER JR. D...AI~~~ ~btt 4f p*~ SCLZ 40 L~~~~-w u 4 1.1l1d~ ___ -I~~-’ JOHN .. AOIEELR R A -*~ - a1 h I VU I I 0 i fe~. f~ ~A I * 1" ~mz ~Z1~t - I +9’-. I ii __
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The Dams and Monitoring Systems and Case Study: Ataturk and Karakaya Dams
NASA Astrophysics Data System (ADS)
Kalkan, Y.; Bilgi, S.; Gülnerman, A. G.
2017-12-01
Dams are among the most important engineering structures used for flood controls, agricultural purposes as well as drinking and hydroelectric power. Especially after the Second World War, developments on the construction technology, increase the construction of larger capacity dams. There are more than 150.000 dams in the world and almost 1000 dams in Turkey, according to international criteria. Although dams provide benefits to humans, they possess structural risks too. To determine the performance of dams on structural safety, assessing the spatial data is very important. These are movement, water pressure, seepage, reservoir and tail-water elevations, local seismic activities, total pressure, stress and strain, internal concrete temperature, ambient temperature and precipitation. These physical data are measured and monitored by the instruments and equipment. Dams and their surroundings have to be monitored by using essential methods at periodic time intervals in order to determine the possible changes that may occur over the time. Monitoring programs typically consist of; surveillance or visual observation. These programs on dams provide information for evaluating the dam's performance related to the design intent and expected changes that could affect the safety performance of the dam. Additionally, these programs are used for investigating and evaluating the abnormal or degrading performance where any remedial action is necessary. Geodetic and non-geodetic methods are used for monitoring. Monitoring the performance of the dams is critical for producing and maintaining the safe dams. This study provides some general information on dams and their different monitoring systems by taking into account two different dams and their structural specifications with the required information. The case study in this paper depends on a comparison of the monitoring surveys on Atatürk Dam and Karakaya Dam, which are constructed on Firat River with two different structural type in Turkey. In addition, brief information is given about these dams and the methods of geodetic and non-geodetic monitoring measurements applied by various disciplines. The last part of the study focuses on the inference of the geodetic monitoring methods, which depend on a seven years of geodetic monitoring.
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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
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1979-01-01
ST. LOUIS I3ASIN ’ADA l1047 82 -3 CEDAR HILL LAKE NO. 2 AND NO. 5 DAMS 5JEFFERSON COUNTY, MISSOURI SMO 30005 AND MO 31020% SPHASE I INSPECTION REPORT...and Number 3 17. DISTRIBUTION STATEMENT (of the abstraect Un ((NO 30005 and MO 31020),, Mississippi - Kaskaskia - St. Louis i ,-_Basin, Jefferson County...results of field inspection and evaluation of Cedar Hill No. 2 and No. 3 Dams (Mo. 30005 and 31020). It was prepared under the National Program of
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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
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1979-05-01
determine if the dam poses hazards to human life or property. DD FM 1473 EDTION OF I NOV 65 IS OWOLETE UNCLASSIFIED SECURITY CLASSIFICATION OF THIS PAGE...area at about elevation 938 feet which would be about one- third of tie way up from the toe, as normally expected. Seepage from the right -7- abutment
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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
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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
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1980-06-01
Controlling Office) I5. SECURITY CLASS. (of this report) Unclassified 15a. DECL ASSI FICATION/DOWN GRADING SCHEDULE 16 . DISTRIBUTION STATEMENT (of this...pose hazards to human life or property . The assessment of the general conditions of the dam is based upon available data and visual inspections...human life or property . The assessment of the general condition of the dam is based upon available data and visual inspections. Detailed in- vestigation
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1981-07-01
Isom Ma p.w 0 MASA .0- -t g ~ o -N -c ................. tfEt I O-rL . .......-, n.... - - - * * n ~ qm .. .. . .. . . IL. F- ~ ~- -. _ - - * a a...square miles. 8. The proposed dam will create a pond area at the spillcrest elevation of 380 acres and will impound ...... 6Q..1 n ......... cubic feet
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1981-09-14
34 rga Highland Park Reservoir Dam Vi’.sual I. .. ’. •Genesee River Basin, ’!ydrolozy. ". ". . . Scabi tyMo r e C u t.,.- Js eps’ •; ::or.ation -3 :..i :n...dam impounds a municipal water storage reservoir. g. Design and Construction History The dam was designed and built around 1875. h. Normal Operating... History : Date Constructed Around 1875 Date(s) Reconstructed N/A Designer Unknown Constructed by Unknown Owner Water Department, City of Rochester, New
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1981-08-27
kowledge and belkef -4’dleport New York .- ** ~ : ~ ’"’*tckport & Newfane Power & Water Su pp7 Cc A~’l 41924 - na. r w -Mob. -4 90- -, ..’a If -- -N n 9. 4...converting the dam to power generation is pending with the Federal Energy Regulatory Commission by: J. W. Company Jeffery Moon, President 55 Union Place...Manchester, Connecticut 06040 Tele: (207) 775-5401 f. Purpose of Dam Burt Dam was originally constructed for hydroelectric power j generation. It
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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
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Identification of the Polaris Fault using lidar and shallow geophysical methods
Hunter, Lewis E.; Powers, Michael H.; Burton, Bethany L.
2017-01-01
As part of the U.S. Army Corps of Engineers' (USACE) Dam Safety Assurance Program, Martis Creek Dam near Truckee, CA, is under evaluation for earthquake and seepage hazards. The investigations to date have included LiDAR (Light Detection and Ranging) and a wide range of geophysical surveys. The LiDAR data led to the discovery of an important and previously unknown fault tracing very near and possibly under Martis Creek Dam. The geophysical surveys of the dam foundation area confirm evidence of the fault in the area.
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1980-01-01
c.6E RECEIVED :r. Robert L. Hardman , Chieff Fureau of Water Control N. J Dept. of Conservation & Economic Development Division of Water Policy...Supply Trenton, N. J. 08625 Dear mr. Hardman : re: Rockaway Park Lake Dam Application No. 93 With regard to your communications of April 26th and July 3rd...1968, please be advised that the Borough of Rockaway acquired Rockaway Park Lakes, the subject dam and surrounding shore area by Tax Foreclosure on
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1981-06-30
Onondag Darn IC^Tjr 50 DO.GWAO1%Q I /W0 (Inventory Numiber NY 794), Oswego River , Basin , Onondage County, New York.Phs IS.DISR)UTI!4 TAY- I Inspection...Dam: Onondaga Dam ID. No. NY 794 State Located: New York County: Onondaga Watershed: Oswego River Basin Stream: Onondaga Creek Date of Inspection...CL E E C4)S0. 0. w CD 2. > C CD C C I 0 0 PHASE I INSPECTION REPORT ONONDAGA DAM I.D. NO NY 794 OSWEGO RIVER BASIN ONONDAGA COUNTY, NEW YORK SECTION 1
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Roeloffs, Evelyn A.
1994-01-01
A numerical simulation of the ground-water flow system in the Castle Lake debris dam, calibrated to data from the 1991 and 1992 water years, was used to estimate factors of safety against heave and internal erosion. The Castle Lake debris dam, 5 miles northwest of the summit of Mount St. Helens, impounds 19,000 acre-ft of water that could pose a flood hazard in the event of a lake breakout. A new topographic map of the Castle Lake area prior to the 1980 eruption of Mount St. Helens was prepared and used to calculate the thickness of the debris avalanche deposits that compose the dam. Water levels in 22 piezometers and discharges from seeps on the dam face measured several times per year beginning in 1990 supplemented measurements in 11 piezometers and less frequent seep discharge measurements made since 1983. Observations in one group of piezometers reveal heads above the land surface and head gradients favoring upward flow that correspond to factors of safety only slightly greater than 2. The steady-state ground-water flow system in the debris dam was simulated using a threedimensional finite difference computer program. A uniform, isotropic model having the same shape as the dam and a hydraulic conductivity of 1.55 ft/day simulates the correct water level at half the observation points, but is in error by 10 ft or more at other points. Spatial variations of hydraulic conductivity were required to calibrate the model. The model analysis suggests that ground water flows in both directions between the debris dam and Castle Lake. Factors of safety against heave and internal erosion were calculated where the model simulated upward flow of ground water. A critical gradient analysis yields factors of safety as low as 2 near the piezometers where water level observations indicate low factors of safety. Low safety factors are also computed near Castle Creek where slumping was caused by a storm in January, 1990. If hydraulic property contrasts are present in areas of the debris dam unsampled by piezometers, then low safety factors may exist that are not evident in the numerical model analysis. Numerical model simulations showed that lowering Castle Lake by 40 feet increases many factors of safety by 0.1, but increases greater than 1 are limited to the area of 1990 slumping.
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1978-12-01
4 L-7 hiI<±b fd .rvc~ a .3",d,! i:; ba ’-ii~ y :nztructl~n :).L a -- flattctod r~-%3 i Pazo u-3 and r.). 1yzj. f r 3n- the road-rmy, S11eet 13...Program " Final Report Bowling Green Reservoir Dam (MO 10262) 6. PERFORMING-ORG. REPORT NUMBER Pike County, Missouri 7. AUTHOR( a ) S. CONTRACT OR GRANT...if possible. If a classification is required, identify the classified items on the page by the appropriate symbol. CC; -ETION GUIDE General. Make
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NASA Astrophysics Data System (ADS)
Hijazzi, Norshamirra; Thiruchelvam, Sivadass; Sabri Muda, Rahsidi; Nasharuddin Mustapha, Kamal; Che Muda, Zakaria; Ghazali, Azrul; Kamal Kadir, Ahmad; Hakimie, Hazlinda; Sahari, Khairul Salleh Mohamed; Hasini, Hasril; Mohd Sidek, Lariyah; Itam, Zarina; Fadhli Mohamad, Mohd; Razad, Azwin Zailti Abdul
2016-03-01
Dams, however significant their contributions are to the society, are not immune to failures and diminishing lifespan not unlike other structural elements in our infrastructure. Despite continuing efforts on design, construction, operation, and maintenance of dams to improve the safety of the dams, the possibility of unforeseen events of dam failures is still possible. Seeing that dams are usually integrated into close approximities with the community, dam failures may consequent in tremendous loss of lives and properties. The aims of formulation of Integrated Community Based Disaster Management (ICBDM) is to simulate evacuation modelling and emergency planning in order to minimize loss of life and property damages in the event of a dam-related disaster. To achieve the aim above, five main pillars have been identified for the formulation of ICBDM. A series of well-defined program inclusive of hydrological 2-D modelling, life safety modelling, community based EWS and CBTAP will be conducted. Finally, multiple parties’ engagement is to be carried out in the form of table top exercise to measure the readiness of emergency plans and response capabilities of key players during the state of a crisis.
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1980-03-01
Magothy and Raritan Formations. These marine formations are comprised of alternating beds of clay and sand. Assunpink Creek is near the westerly extent...of the Magothy and Raritan formations and their overall thickness may be as little as twenty five feet. Precambrian bedrock underlies these
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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
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1980-09-30
GEOTECHNICAL DATA 4 2.2 DESIGN RECORDS 4 2.3 CONSTRUCTION RECORDS 4 2.4 OPERATION RECORD 4 2.5 EVALUATION OF DATA 4 3 VISUAL INSPECTION 5 3.1 FINDINGS 5...g. Design and Construction History This dam was constructed in two stages as parts of Contracts E and G for Section I of the Cayuga and Seneca Canal...determine the final elevation of the footings at the time of construction to assure a proper foundation. 2.2 DESIGN RECORDS This dam was designed in
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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
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1980-11-01
STATEMENT (of the abstract antarod in Block 20, It different frm Report) III. SUPPLEMENTARY NOTES Copies are obtainable from National Technical...should employ a professional engineer experienced in operation and maintanance of darns to develop written operating procedures and a periodic...100 YEAR FLOOD WOULD CAUSE A DAM TO bE OVERTOPPED THEREFORE THE OWNER SHOULD ENGAGE A QUALIFIED PkOFEbSIONAL CONSULTANT USING MORE PERCISE METHODS
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1981-03-01
mi. - 24 hour). The Corps of Engineers has recommended the use of the SCS triangular unit hydrograph with the curvilinear transformation. Hydrologic ...construction records, and preliminary structural and hydraulic and hydrologic calculations, as applicable. An assessment of the dam’s general condition...FURNISHED US BY THE SPONSORING AGENCY. ALTHOUGH IT IS RECOGNIZED THAT CERTAIN PORTIONS ARE ILLEGIBLE, IT IS BEING RELEASED IN THE INTEREST OF MAKING
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1980-02-01
for Permit for Construction and Repair of Dam" filed on March 16, 1959. f. Design and Construction History Design data on file with NJDEP include: 1...LAr- Us a-2. hr’s. LA9~ WATF=R? SiQ_~~- SL- !E q VOL ( YFv - mcA>-) (Acmr-- =T.) 2o4~ 2-Ito STORCH ENGINEERS shootL... of 11. Project FmnnK Wmr=X---A-1
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1980-08-01
soil series. These soils generally make good fill material when properly compacted. The "Geologic Map ot Missouri" indicates that two known faults run in...appurtenant structures, reser- voir, and downstream features are presented in Appendix D. B. Dam: The dam appears to be in good condition. No sloughing...or sliding of the embankment was noted. The horizontal and vertical alignments of the crest were good , and no surfacing cracking or unusual movement
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1980-02-01
Engineer District, Philadelphia Custom House, 2d & Chestnut Streets Unclassified Philadelphia, PA 19106 ISo . OECLASSIFICATION/OOWNGRADING SCHEDULE Is...57. ... 81. 49 206.0 - 1.02 3.00 81 27000 54a 75. 48. 206.0 1o02 3.20 82 27.33 50. 700 4?0 205.9 1.02 3*04 83 27.67 470 65. 47. 205.9 :.02 4*00
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1980-09-30
Classification 2I e. Ownership 2f. Purpose of Dam 2 g. Design and Construction History 2h. Normal Operating Procedure 2 1.3 PERTINENT DATA 2 a. Drainage...4 2.2 SUBSURFACE INVESTIGATION 4 2.3 DAM AND APPURTENANT STRUCTURES 4 2.4 CONSTRUCTION RECORDS 4 2.5 OPERATION RECORDS 2.6 EVALUATION OF DATA 5 4...12 a. Visual Observations 12 b. Design and Construction Data 12 c. Stability Analysis 12 d. Operating Records 13 e. Post- Construction Changes 13 f
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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
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-08-15
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago... the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago... the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago...
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1978-12-01
Audrain Stream : Unnamed Tributary of North Fork of Salt River Date of Inspection: September 29 and 30, 1978 Missouri Power and Light Dam No. Mo.10065...for a power plant, and the reser- voir is also used for recreation. The only operating facility at the darnsite is the pump station adjacent to the...identify due to heavy vegetation. 3. Generally unstable rock wall protecting the up- stream slope. 4. Extensive rodent activity throughout the embankment
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1980-08-28
displaced timbers on the downstream face, replace broken timbers, repair of the valve on the drain, and repair of the spalling concrete on the wingwall which...repair of the valve on the drain, and repair of the spalling concrete on the wingwall which extends downstream of the north abutment. In addition, a...long. The gatehouse at the northern end of the dam contains the control mechanism for a valve which regulates flow at the reservoir drain inlet, an 84
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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
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1981-01-01
time of the inspection. Deficiencies found during the inspection will require remedial treatment. The following are brief summaries of deficiencies ...against failure. Deficiencies discovered during the field inspection and office analyses will require remedial treatment. The dam and appurtenant...90c TK2 ESTA%~ FI -P- SAD- - L- o6 6,A --- ’ , .7~ 4 ,T, -------- --7N .0 64C WA7- sAoP ORL SA..E S SIE OP.AA- ACA vo/%6~4 0% -V
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1980-06-27
Inspection Personnel R. WAPA0* DEk W. L’C c. Persons Contacted (Including Address & Phone No.) N S-DeT - £pI 1 W. CL&LLIGM ( CAMAL SEgT. OPF1M:SFII ST) 747...kI/_A, c. Unusual Conditions Which Affect Dam $I.E AM Q&ALOA CAMAL k 1 /P4 fb~t S4.OFE SLOQtH~im if FbpL 0=29- EflLQ FLE IIQ 6) Area Downstream of
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1981-08-01
Design 6 2.2 Construction 6 2.3 Operation 6 2.4 Geology 6 2.5 Evaluation 6 SECTION 3 - VISUAL INSPECTION 3.1 Findings 7 3.2 Evaluation 9 SECTION 4...Downstream of Dam 9 Erosion Behind East Wingwall 10 Erosion and Debris Behind West Wingwall 11 Diagonal Crack in East Wingwall 12 West Wingwall...2.0 H to approximately 1.0 V on 6.0 H. (6) Zoning - Unknown. (7) Impervious core - Unknown. (8) Cutoff - Unknown. ( 9 ) Grout curtain - Unknown. h
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1979-11-01
Engineering Consultants, Inc. Hydraulics & Hydrology Kevin Blume Consoer, Townsend & Assoc., Ltd. Civil and Structural Oran Patrick City of Moberly, Missouri...structure. Photo 13. - View of the diesel powered pump. Photo 14. - View of the electric driven pump. -4 .... Waer 4ork- I’ n Photo lPhotn Wot cr w-.’)rks
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1980-03-01
Charts 2-1 and 2-2, was prepared by Mr. Thomas J. Dean, Geologist, with the Missouri Department of Applied Engineering & Urban Geology. In the report... Applied Engineering & Urban Geology G oolo & Land Survey J o 8, 1976 TJD bh M: Howard Davis, 425 N. Highway 61, Perryville, MO 63775 Soil Conservation
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Federal Register 2010, 2011, 2012, 2013, 2014
2012-10-29
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago... the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago... segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River...
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Federal Register 2010, 2011, 2012, 2013, 2014
2012-10-02
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago... the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago... segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River...
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-11-04
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago... the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago... Guard will enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including...
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1981-09-02
numerous and constantly changing internal and external con- ditions, and is evolutionary in nature. It would be incorrect to assume that the present...to seepage and piping ( internal erosion) problems if a tree blows over and pulls out its roots or if a tree dies and its roots rot. The roots of...for the actual size of the drainage area (same for 10 square miles or less) were inputted to the program as percentages of the index PKF in
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Risk Perception Analysis Related To Existing Dams In Italy
NASA Astrophysics Data System (ADS)
Solimene, Pellegrino
2013-04-01
In the first part of this work, the progress of Italian National Rules about dams design, construction and operation are presented to highlight the strong connection existing between the promulgation of new decrees, as a consequence of a dam accidents, and the necessity to prevent further loss of lives and goods downstream. Following the Gleno Dam failure (1923), a special Ministerial Committee wrote out the first Regulations and made the proposal to establish, within the High Council of Public Works, a special department that become soon the "Dam Service", with the tasks of control and supervision about construction and operation phases of the dams and their reservoirs. A different definition of tasks and the structure of Dam Service were provided in accordance with law n° 183/1989, which transferred all the technical services to the Office of the Prime Minister; the aim was to join the Dam Office with the Department for National Technical Services, with the objective of increasing the knowledge of the territory and promoting the study on flood propagation downstream in case of operations on bottom outlet or hypothetical dam-break. In fact, population living downstream is not ready to accept any amount of risk because has not a good knowledge of the efforts of experts involved in dam safety, both from the operators and from the safety Authority. So it's important to optimize all the activities usually performed in a dam safety program and improve the emergency planning as a response to people's primary needs and feeling about safety from Civil Protection Authority. In the second part of the work, a definition of risk is provided as the relationship existing between probability of occurrence and loss, setting out the range within to plan for prevention (risk mitigation), thanks to the qualitative assessment of the minimum safety level that is suited to assign funds to plan for Civil Protection (loss mitigation). The basic meaning of the reliability of a zoned earthfill dam is illustrated by defining the risk analysis during its construction and operation. A qualitative "Event Tree Analysis" makes clear with an example the probability of occurrence of the events triggered by an earthquake, and leads to a classification of the damage level. Finally, a System Dynamics (SD) approach is presented to investigate possibilities of a preventive planning in relationship to the risk, so that it's possible to establish shared procedures to achieve the correct management in any crisis phase. As a qualitative result of a SD application, figure 1 presents a flow-chart about a case study on the same dam so to illustrate the emergency planning in a step by step procedure according to the Regulations.
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1981-06-30
omomrnuurI CONTENTS Location Plan Watershed Map Plate la : Field Sketch of Woodward Dam Plate Ib: Field Sketch of Greenleaf Dam Plate 2: Plan of Dam...goOFftkoww P L "mm alom+0a,0164m asm a Gooch~~A’~e mftLrrL - ol-ob o prat -n 4A ~ /e4 SojA S~tT IIV&-~ ~ i pqPiE5M 1%b, k&vs APPENDIX F...in ry flScrvice orflSi).. L I) Ip. lv.ay ConcrCLC Sp’%way Las j’ r. Joints Surfncc of S p 5.3i). y ’Mclarical Ar .Dra .o ~~~ LI:C azard Class E
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78 FR 34258 - Safety Zone; Salvage Operations at Marseilles Dam; Illinois River
Federal Register 2010, 2011, 2012, 2013, 2014
2013-06-07
...-AA00 Safety Zone; Salvage Operations at Marseilles Dam; Illinois River AGENCY: Coast Guard, DHS. ACTION... Illinois River starting at Mile Marker 246.9 and extending 600 yards upstream of the Marseilles Dam to Mile... repair efforts at the Marseilles Dam. This safety zone is necessary to protect the general public...
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1978-06-01
EDTION oF I NOV6S IS oBSOLETE EJUN I UNCLASSIFIED SECuRiITY CLASSIICATION OF THIS PAGE (Whon Datai Entered) SECURtITY CLASSIFICATION OF THIS PAO9(Whou...moveable. Since the watershed area is essentially one- third square mile with a time of concentration of flows substantially less than an hour, no
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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
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Seismic risk assessment for Poiana Uzului (Romania) buttress dam on Uz river
NASA Astrophysics Data System (ADS)
Moldovan, Iren-Adelina; Toma-Danila, Dragos; Paerele, Cosmin Marian; Emilian Toader, Victorin; Petruta Constantin, Angela; Ghita, Cristian
2017-04-01
The most important specific requirements towards dams' safety is the seismic risk assessment. This objective will be accomplished by rating the dams into seismic risk classes using the theory of Bureau and Ballentine, 2002, and Bureau (2003), taking into account the maximum expected peak ground motions at dams' site, the structures vulnerability and the downstream risk characteristics. The maximum expected values for ground motions at dams' site have been obtained using probabilistic seismic hazard assessment approaches. The structural vulnerability was obtained from dams' characteristics (age, high, water volume) and the downstream risk was assessed using human, economical, touristic, historic and cultural heritage information from the areas that might be flooded in the case of a dam failure. A couple of flooding scenarios have been performed. The results of the work consist of local and regional seismic information, specific characteristics of dam, seismic hazard values for different return periods and risk classes. The studies realized in this paper have as final goal to provide in the near future the local emergency services with warnings of a potential dam failure and ensuing flood as a result of a large earthquake occurrence, allowing further public training for evacuation. Acknowledgments This work was partially supported by the Partnership in Priority Areas Program - PNII, under MEN-UEFISCDI, DARING Project no. 69/2014 and the Nucleu Program - PN 16-35, Project no. 03 01 and 01 06.
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2016-12-01
i Classification | CG-926 RDC | author | audience | month year Preliminary Marine Safety Risk Assessment, Brandon Road Lock & Dam...No. 4. Title and Subtitle Preliminary Marine Safety Risk Assessment, Brandon Road Lock & Dam Invasive Species Control Measures 5. Report Date...safety due to proposed invasive species control measures located in the vicinity of the Brandon Road Lock and Dam (BRLD) Navigation Project on the
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-05-11
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago... establishing a temporary safety zone from Brandon Road Lock and Dam to Lake Michigan. This temporary safety...
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Information collection and processing of dam distortion in digital reservoir system
NASA Astrophysics Data System (ADS)
Liang, Yong; Zhang, Chengming; Li, Yanling; Wu, Qiulan; Ge, Pingju
2007-06-01
The "digital reservoir" is usually understood as describing the whole reservoir with digital information technology to make it serve the human existence and development furthest. Strictly speaking, the "digital reservoir" is referred to describing vast information of the reservoir in different dimension and space-time by RS, GPS, GIS, telemetry, remote-control and virtual reality technology based on computer, multi-media, large-scale memory and wide-band networks technology for the human existence, development and daily work, life and entertainment. The core of "digital reservoir" is to realize the intelligence and visibility of vast information of the reservoir through computers and networks. The dam is main building of reservoir, whose safety concerns reservoir and people's safety. Safety monitoring is important way guaranteeing the dam's safety, which controls the dam's running through collecting the dam's information concerned and developing trend. Safety monitoring of the dam is the process from collection and processing of initial safety information to forming safety concept in the brain. The paper mainly researches information collection and processing of the dam by digital means.
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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
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1978-12-01
on available data and on visual inspection, to determine if the dam poses hazards to human life or property. W O A, m" 1473 EDTION OF NOV6G IS OBSOLETE...upstream slope. The embankment was originally constructed of "selected impervious fill" for the upstream two- thirds of the embank- ment, with...34coarser material" placed in the downstream one- third of the embankment. In 1977, the embankment section was rebuilt. A new 12-foot wide by a maximum of 32
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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
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1981-08-01
1 AU9r, 1,981 Division of Water Resources ~ .N~EtO P.O. Box CN029 I.NME Trenton, NJ 08625 50 R.MONITORING AGENCY NAME 0 ADORESS(ll dilloai how Cmnt...trespassing on the slopes of the dam. j. Provide a drain or other means for removing water collecting in the low-level outlet chamber. k. Reestablish and...Copies furnished: Mr. Dirk C. Hofman, P.E., Deputy Director Division of Water Resources N.J. Dept. of Environmental IProtection P.O. Box CN029 Trenton
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1981-08-14
ia danger of l~>ee of huaar. . i f e fro« .arge flowa downatrea« of the daa Therefore Willow Brook De« is considered to be in the "high" hazard...and Surveyor (the application la included in Appendix G) 2 * Of WAT IOW RECORDS The «lids gats controlling dischargea ia opened approxi...lake ahors Once the lake lsvsl dropa to apillway lsvsl. the gsts ia cloaed The owner haa no procedures ’or regular dam inspectiona or regular
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1978-11-01
Williams, Chief Applied Engineering & Urban Geology Geology & Land Survey October 8, 1976 I Chart 2-11 APPENDIX _______--row]h NO. 1 : UPS7TREAM FACE 01...be cut out as indicated by the maintenance people. Otherwise the dam looks to be in a very good condition. I Edwin E. Luzten, Geologist Applied ... Engineering & Urban Geology Missouri Geological Survey lJuly 1i, 1973 hI I Chart 2-7 I ... . , ---- -i- - 3~ i Mf itS 0 I C)E R S. BON D .1%A
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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
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1978-11-01
DOCUMENTATION PAGE BEFORE COMPLE kING FORM 1. REPORT NUMBER 12. GOVT ACCESSION NO. 3. RECIPIENT’S CATALOG NUMBER 4. TITLE (and Subtitle) S. TYPE OF REPORT... NUMBER Perry County, Missouri 7. AUTHOR() 3. CONTRACT OR GRANT NUMBER (a) Kenneth Balk and Associates, Inc. DACW4 3-7 8-C-0169 S. PERFORMING ORGANIZATION...Louis November 1978 Dam Inventory and Inspection Section, LMSED-PD Is NUMBER OF PAGES 210 Tucker Blvd., North, St. Louis, Mo. 63101 Approximately 80 14
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75 FR 81464 - Safety Zone; Columbia River, The Dalles Lock and Dam
Federal Register 2010, 2011, 2012, 2013, 2014
2010-12-28
...-AA00 Safety Zone; Columbia River, The Dalles Lock and Dam AGENCY: Coast Guard, DHS. ACTION: Temporary... Columbia River in the vicinity of The Dalles Lock and Dam while the Army Corps of Engineers completes...; Columbia River, The Dalles Lock and Dam (a) Location. The following is a safety zone: All waters of the...
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-10-20
... Zone, Brandon Road Lock and, Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and... Safety Zone, Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Ship and...: The Coast Guard will enforce Safety Zone, Brandon Road Lock and Dam to Lake Michigan including Des...
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1981-09-23
dolonsireJm -aee near wai-’e- supply pipe.- (4) Surface Cracks or Movement at Toe noi vis,le due to isa;//ly disca,’,e and -b; wace ,- (5) Seepage auri areas on...bw NV 378 3 HYDROMETEROLOG ICAL GAGES: Type : tnOn Location: Records: Date - Max. Reading - FLOOD WATER CONTROL SYSTEM: Warning System: rlorf Method
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-04-27
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago... safety zone from Brandon Road Lock and Dam to Lake Michigan. This proposed safety zone will cover 77.... This TIR established a 77 mile long safety zone from Brandon Road Lock to Lake Michigan in Chicago, IL...
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Dams, Hydrology and Risk in Future River Management
NASA Astrophysics Data System (ADS)
Wegner, D. L.
2017-12-01
Across America there are over 80,000 large to medium dams and globally the number is in excess of 800,000. Currently there are over 1,400 dams and diversion structures being planned or under construction globally. In addition to these documented dams there are thousands of small dams populating watersheds. Governments, agencies, native tribes, private owners and regulators all have a common interest in safe dams. Often dam safety is characterized as reducing structural risk while providing for maximum operational flexibility. In the 1970's there were a number of large and small dam failures in the United States. These failures prompted the federal government to issue voluntary dam safety guidelines. These guidelines were based on historic information incorporated into a risk assessment process to analyze, evaluate and manage risk with the goal to improve the quality of and support of dam management and safety decisions. We conclude that historic and new risks need to be integrated into dam management to insure adequate safety and operational flexibility. A recent assessment of the future role of dams in the United States premises that future costs such as maintenance or removal beyond the economic design life have not been factored into the long-term operations or relicensing of dams. The converging risks associated with aging water storage infrastructure, multiple dams within watersheds and uncertainty in demands policy revisions and an updated strategic approach to dam safety. Decisions regarding the future of dams in the United States may, in turn, influence regional water planning and management. Leaders in Congress and in the states need to implement a comprehensive national water assessment and a formal analysis of the role dams play in our water future. A research and national policy agenda is proposed to assess future impacts and the design, operation, and management of watersheds and dams.
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-06-16
...-AA00 Safety Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago..., DHS. ACTION: Final rule. SUMMARY: The Coast Guard is establishing a permanent safety zone from Brandon... Safety Zones; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary...
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1981-03-01
Operating Facilities 10 4.4 Description of Any Warning System in Effect 10 4.5 Evaluation 10 SECTION 5 - HIDRAULIC /HYDROLOGIC 5.1 Evaluation of Features 11...Hm + 1/4L Y) A = 1/2 T (2d -A Y)c Q = (A 3 g/T) 0 .5 where: d = critical depth (feet) H c = available specific energy which is taken to be the heightm
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2005 Tri-Service Infrastructure Systems Conference and Exhibition. Volume 6, Track 6
2005-08-04
Innovative Design Concepts Incorporated into a Landfill Closure and Reuse Design Portsmouth Naval Shipyard, Kittery, Maine, by Dave Ray and Kevin Pavlik... Kwan An Overview of An Overview of the Dam Safety ProgramManagement Tools (DSPMT), by Tommy Schmidt Track 12 Greenup L&D Miter Gate Repair and...Angela DeSoto Duncan Public Appeal of Major Civil Projects: The Good, the Bad and the Ugly, by Kevin Holden and Kirk Sunderman Chickamauga Lock and Dam
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2005 Tri-Service Infrastructure Systems Conference and Exhibition. Volume 3, Track 3
2005-08-04
Innovative Design Concepts Incorporated into a Landfill Closure and Reuse Design Portsmouth Naval Shipyard, Kittery, Maine, by Dave Ray and Kevin Pavlik... Kwan An Overview of An Overview of the Dam Safety ProgramManagement Tools (DSPMT), by Tommy Schmidt Track 12 Greenup L&D Miter Gate Repair and...DeSoto Duncan Public Appeal of Major Civil Projects: The Good, the Bad and the Ugly, by Kevin Holden and Kirk Sunderman Chickamauga Lock and Dam Lock
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1978-08-01
ow epC, Oj f0L o 64w 6* +*’r4- {(lo.d, J*t*. M .C , f. * Stpm ". I47.,, 08%~~~ (3u~t 1 CY4 p.,4 5sf- Stc. ’ few&4. I tVC 100 ’ eX4 F:’/POCJ FIDV&4, 4Z...IESIT CiHAR1( * NATIONAL BUREAU OF S ANOAS- 1 % 3 *A N 7 o .. .. Vc " w .. BLACKSTONE RIVER BASIN LU WORCESTER, MASSACHUSETTS 3,4., 4• . PATCH...report. 19I. KEY WORDS (Coninue on reverse aide # 1 01*0064IOWuEIel 1 ~0F 6? l0eAk M111I..o) DAMS, INSPECTION, DAM SAFETY, Blackstone River Basin
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1981-05-01
froma small concreto , platform which extends out from the- culvert fas Ci,). The qate is divided into two section, and is mounted on a steel frame...se(ver al concreto fILurneS that0 e xiend fromn the, nrmcurhli me andI drain baick into the, reiser vo ir . AlIl were o-r i qi n a Iv e% qu i pped( wi
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1980-08-01
drain and the 8-inch pipeline are in good operating condition and appear to be well maintained. e. Reservoir Area There are neither slides, rockfalls ...Stability fOpcrc c- ,k- I p. Miscellaneous 1 1I I L Project ._Dheet___ _.. Subject ABy Gi ___ A _ A _Chk. by I 0 Q I 40 CiQI /" e6dn-r-f/aa /Ortf e / 7, 4 o
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1981-05-04
8217 Aav a 7p or S p4005 b. Inspection Personnel R. E/VA/- L4., LA/- / c. Persons Contacted (Including Address & Phone No.) d. History: Date Constructed...Apr. 25 (gags height, 6.18 it): minimt, 4.9 cis Sept. 30. 160-66: rHasnum .~ hsc rue. 1.940 cfs Feb. 26. 1961 (gage heiqht, 7.68 it); minimum, 0.8 cis
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1981-04-01
NAM ANDADONS I. PRGRAM ELEMENT. PROJECT, TASKCARA a WORKC UNINUER Lbnabe1 Engineering Associates, P.C. I UBR J. K. Tirmns and Associates, Inc. It...inspections can unsafe conditions be detected and only throug ontinued care and maintenance can these conditions be prevented or corrected. Phase I...downstream toe should be monitored during routine maintenance. It is also recomnended that attempts be made to halt shoreline erosion in order to prevent
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1979-06-01
failure and other information. These reports were prepared by personnel from the Mis- souri Geology and Land Survey, Applied Engineering and Urban...34Report of the National Lead Stifling Basin Washout, Madison County, Missouri", Applied Engineering and Urban Geology, Geo- logy and Land Survey, 30...failure and other information are contained in reports by personnel from the Missouri Geology and Land Survey, Applied Engineering and Urban Geology
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1979-12-01
Geologist Applied Engineering & Urban Geology Missouri Geological Survey May 6, 1974 Sheet 6, Appendix B For file Only DEAN LAKE SITE (Formerly Bray...time to point out these problems that you have been discussing. ,J. Hadley Williams Geologist and Chief Applied Engineering & Urban Geology Missouri...Geologist Applied Engineering & Urban Geology Missouri Geological Survey June 27, 1974 Sheet 9, Appendix B FOR FILE ONLY L • BRAYS LAKE RECONNAISSANCE PHELPS
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1980-04-01
P 114 June 1978 Mr. W. Douglas Wright *Wiley and Wilson, Inc. 2310 Langhorne Road ’ :5 1973 Lvnchburg, Virginia 24505 & LSON, INC. LYNCHF.U1G. VA. Dv...CLASSIFICATION OF THIS P Dat Entered)’ " ’ READ INSTRUCTIO)NS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM . REPORT NUMBER - 12. GOVT ACCESSION...OBSOLETE Unclassified -SECUnclassified OI P nd SECURITY CLASSIFICATION OF THIS PAGE (Wfen Dis Entered) SECURITY CLASSIFICATION OF INIS PAOE(Whe Data
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The design of the intelligent monitoring system for dam safety
NASA Astrophysics Data System (ADS)
Yuan, Chun-qiao; Jiang, Chen-guang; Wang, Guo-hui
2008-12-01
Being a vital manmade water-control structure, a dam plays a very important role in the living and production of human being. To make a dam run safely, the best design and the superior construction quality are paramount; moreover, with working periods increasing, various dynamic, alternative and bad loads generate little by little various distortions on the dam structure inevitably, which shall lead to potential safety problems or further a disaster (dam burst). There are many signs before the occurrence of a dam accident, so the timely and effective surveying on the distortion of a dam is important. On the basis of the cause supra, two intelligent (automatic) monitoring systems about the dam's safety based on the RTK-GPS technology and the measuring robot has been developed. The basic principle, monitoring method and monitoring process of these two intelligent (automatic) monitoring systems are introduced. It presents examples of monitor and puts forward the basic rule of dam warning based on data of actual monitor.
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NASA Astrophysics Data System (ADS)
Sung, Wen-Pei; Shih, Ming-Hsiang
2016-04-01
Global warming phenomena are increasingly serious, the El Niño and La Niña continue to occur repeatedly, causing the irregular drought and flood problem repeatedly. Mountain form of Taiwan is steep and storage ability of rainwater is insufficient to supply the livelihood of people and usage of industry which need to rely on rainwater reservoir. Thus, to ensure the water supply and self-reliance energy supply, one of ways to keep water resource is to build reservoir. Nevertheless, Taiwan is located on Pacific seismic belt; additionally, geological conditions are not fine, over-developed in the hills lead to more natural disasters in the future. Thus, strong shakes and typhoons which caused a degree of severe landslides around dam lead to reduce catchment of dam to result in affecting the safety of dam. Otherwise, the cracks and rusts in dam, induced by the defects of material, bad construction and seismic excitation respectively, thus, the mechanics phenomena of dam and its affiliated structures with crack are probing into the cause of stress concentration, induced high crack increase rate, affect the safety and usage of dam. This research is aimed at the safety evaluation technique of dam and its affiliated structures to develop three dimensional digital image correlation techniques for monitoring the safety of dam and its affiliated structures. Namely, developing the unmanned mobile on two axis of digital image correlation method is to detect the digital images from geometric scanning techniques for dam structure. This developed technique combined with Unmanned Aerial Vehicle (UAV) to develop the near filed scanning and monitoring techniques for local deformation and cracks on dam and its affiliated structures.
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-01-18
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines...
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Federal Register 2010, 2011, 2012, 2013, 2014
2012-04-04
... Zone, Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines...
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-06-17
... Zone; Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... Coast Guard will enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan...
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-06-17
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago...
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Federal Register 2010, 2011, 2012, 2013, 2014
2012-06-15
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines...
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-08-26
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines...
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-07-08
... Zone; Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... Coast Guard will enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan...
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-11-30
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... enforce a segment of the Safety Zone; Brandon Road Lock and Dam to Lake Michigan including Des Plaines...
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Eliminating Contractor Inspections of Federal Water Projects Could Save Millions.
1981-09-29
of the Buffalo Creek, West Virginia, Mine Refuse Embankment and the 1976 Teton Dam failure in Idaho have been fairly recent reminders of the risk...project failures, heightened by the Teton Dam failure, prompted several Government-sponsored dam safety reviews in the late 1970’s. Following these reviews...inspection approach was evaluated as part of the Government-wide,’ Presidentially directed Dam Safety Review of 1977. The Bureau’s 1976 Teton Dam
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Rock Mass Behavior Under Hydropower Embankment Dams: A Two-Dimensional Numerical Study
NASA Astrophysics Data System (ADS)
Bondarchuk, A.; Ask, M. V. S.; Dahlström, L.-O.; Nordlund, E.
2012-09-01
Sweden has more than 190 large hydropower dams, of which about 50 are pure embankment dams and over 100 are concrete/embankment dams. This paper presents results from conceptual analyses of the response of typical Swedish rock mass to the construction of a hydropower embankment dam and its first stages of operation. The aim is to identify locations and magnitudes of displacements that are occurring in the rock foundation and grout curtain after construction of the dam, the first filling of its water reservoir, and after one seasonal variation of the water table. Coupled hydro-mechanical analysis was conducted using the two-dimensional distinct element program UDEC. Series of the simulations have been performed and the results show that the first filling of the reservoir and variation of water table induce largest magnitudes of displacement, with the greatest values obtained from the two models with high differential horizontal stresses and smallest spacing of sub-vertical fractures. These results may help identifying the condition of the dam foundation and contribute to the development of proper maintenance measures, which guarantee the safety and functionality of the dam. Additionally, newly developed dams may use these results for the estimation of the possible response of the rock foundation to the construction.
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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
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1981-04-01
located near the north end of the Simms Mountain Fault System. The site is actually within this system which is about 5 mi wide and 40 mi long, in a...oLegon I V Roubidoux Formation u aleA "Z.Gasconade Dolomite Gunter Sandstone Member Of Eminence Dolomite m~neY, jrk-Potosi Dolomite Derby-Doerufl...westnMsoui Vow" Lamotte Sandstone Diabese (dikes and sills) St. Francois Mountains Intrusive Suite St. Francois Mountains Volcanic Supergiroup 0 10 20
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1981-09-14
runoff. 5.5 FLOODS OF RECORD No records of past flooding in Sherruck Brook are available. 5.6 OVERTOPPING POTENTIAL Our analysis indicates that the...constructed in 1970 and the 30 inch CIMP drain was replaced with the 18 inch steel drain in 1980. e. Seismic Stability The structure is located in Zone...Commerce, Technical Paper No, 40, Rainfall Frequency Atlas of the United States, May 1961, 2) U.S. Department of Commerce, Hydrometeorological Report
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1978-07-01
For NTIS GRA&I DTIC TAB >0 Unannounced [D Just ification- D T C ELECTE By Distribution/ NOV 20 1981 Avail and/orS Availabilit CodesD=-Dist Spca D NO...Hutton, Engineering Geologist. Impoundment of water began in 1970. h. Normal Operating Procedure. Normal rainfall, runoff, transpir- ation, and...evaporation all combine to maintain a relatively stable water surface elevation. 1.3 PERTINENT DATA a. Drainage Area - 9,900 acres of which approximately 15
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1980-10-01
16 7.2 Remedial Measures 17 APPENDIX A - MAPS Plate A-1 Vicinity Topography Plate A-2 Location Map Plate A-3 Seismic Map APPENDIX B - PHOTOGRAPHS...reservoir surface area, and elvton-storage data were developed from the USGS Cape Girardeau, Missouri 7-1/2 minute topographic quadrangle map . The...project file. CA -18- APPENDIX A MAPS II ./ \\v 14,.. MITE LSRIES ILUOOtS HC Scal in eetVICIITYTOPOGRAPHY Contur Itoral -10’MO 30533
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1981-06-17
CAMAL )57 7) Maximum K~nown Flood 8) At Time of Inspection______ 93-15-4( 9/8C) AL R Po4 PAPA CREST: (CLAT IE) ELEVATION: .7 Type: -AQI H 5 a Width...T - L jR iT BLACK RNE. CAmAL --- Io 1500 A .T- PRO F ILE. T-OP EABA"MEIPT (CANAL) --ECT -14 A-A to/8O 100 I-.U 2O 11 0. 7 22I- co I.)-- LII___ ___ __1
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1980-01-01
spookin all ;ruof os portain11g to t& r in exod to on tao o me - ovors tho an dm two svhoh rlean ,-l=]l be ~~~ttlsendt a do ealt ootuni •tkty toes Weo 48f...1 I . f4~~ 4 . . . ’?9z - --- -, -. £ 4, *-.’.-. ~ .’*~ 94.44 9 , - / I LA~ BorrrA-i 7. - ’- N I.f A: .... ,CS HARMO [. tfl. wq N NT~V.- LANL W
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WinDAM C earthen embankment internal erosion analysis software
USDA-ARS?s Scientific Manuscript database
Two primary causes of dam failure are overtopping and internal erosion. For the purpose of evaluating dam safety for existing earthen embankment dams and proposed earthen embankment dams, Windows Dam Analysis Modules C (WinDAM C) software will simulate either internal erosion or erosion resulting f...
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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
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1980-02-01
shallow ground moraine over rock. The downstream channel is described as swamp. The rock is described on Geologic Overlay Sheet 22, as hornblende granite ...DAM 410-04’ hqa Scale: I" =I Mite LEGEND: PRECAMBRIAN gh Mostly Hornblende Granite and Gneiss. hqa Hyperstene-Quartz- And esine.-Gneiss. GEOLOGIC MAP L...A.J. 0o2o/) S CZ6 -§&S5 /,r/ C,4 7-1 ,4V-etaoe Dep4e&/LaL L* rt~~~c~~t4’A aeS’ OP~ ~ A AI 3CD PS?7V7,/ & zAer ’, ! v’.’:7- z - 6 c ,, ,, ,,g
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Code of Federal Regulations, 2010 CFR
2010-07-01
... 33 Navigation and Navigable Waters 2 2010-07-01 2010-07-01 false Safety Zone, Brandon Road Lock... Areas Ninth Coast Guard District § 165.T09-0166 Safety Zone, Brandon Road Lock and Dam to Lake Michigan.... waters of the Des Plaines River located between mile marker 286.0 (Brandon Road Lock and Dam) and mile...
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-08-15
... determine appropriate permanent methods for correcting potential problems, interim risk reduction measures... Environmental Impact Statement for Dam Safety Study, Lake Lewisville Dam, Elm Fork Trinity River, Denton County... primary purposes of the project are flood risk management, [[Page 49736
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Fragility Analysis of Concrete Gravity Dams
NASA Astrophysics Data System (ADS)
Tekie, Paulos B.; Ellingwood, Bruce R.
2002-09-01
Concrete gravity dams are an important part ofthe nation's infrastructure. Many dams have been in service for over 50 years, during which time important advances in the methodologies for evaluation of natural phenomena hazards have caused the design-basis events to be revised upwards, in some cases significantly. Many existing dams fail to meet these revised safety criteria and structural rehabilitation to meet newly revised criteria may be costly and difficult. A probabilistic safety analysis (PSA) provides a rational safety assessment and decision-making tool managing the various sources of uncertainty that may impact dam performance. Fragility analysis, which depicts fl%e uncertainty in the safety margin above specified hazard levels, is a fundamental tool in a PSA. This study presents a methodology for developing fragilities of concrete gravity dams to assess their performance against hydrologic and seismic hazards. Models of varying degree of complexity and sophistication were considered and compared. The methodology is illustrated using the Bluestone Dam on the New River in West Virginia, which was designed in the late 1930's. The hydrologic fragilities showed that the Eluestone Dam is unlikely to become unstable at the revised probable maximum flood (PMF), but it is likely that there will be significant cracking at the heel ofthe dam. On the other hand, the seismic fragility analysis indicated that sliding is likely, if the dam were to be subjected to a maximum credible earthquake (MCE). Moreover, there will likely be tensile cracking at the neck of the dam at this level of seismic excitation. Probabilities of relatively severe limit states appear to be only marginally affected by extremely rare events (e.g. the PMF and MCE). Moreover, the risks posed by the extreme floods and earthquakes were not balanced for the Bluestone Dam, with seismic hazard posing a relatively higher risk.
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Deformation Monitoring and Bathymetry Analyses in Rock-Fill Dams, a Case Study at Ataturk Dam
NASA Astrophysics Data System (ADS)
Kalkan, Y.; Bilgi, S.
2014-12-01
Turkey has 595 dams constructed between 1936 and 2013 for the purposes of irrigation, flood control, hydroelectric energy and drinking water. A major portion of the dam basins in Turkey are deprived of vegetation and have slope topography on near surrounding area. However, landscaping covered with forest around the dam basin is desirable for erosion control. In fact; the dams, have basins deprived of vegetation, fill up quickly due to sediment transport. Erosion control and forestation are important factors, reducing the sediment, to protect the water basins of the dams and increase the functioning life of the dams. The functioning life of dams is as important as the investment and construction. Nevertheless, in order to provide safety of human life living around, well planned monitoring is essential for dams. Dams are very large and critical structures and they demand the use or application of precise measuring systems. Some basic physical data are very important for assessing the safety and performance of dams. These are movement, water pressure, seepage, reservoir and tail-water elevations, local seismic activities, total pressure, stress and strain, internal concrete temperature, ambient temperature and precipitation. Monitoring is an essential component of the dam after construction and during operation and must enable the timely detection of any behavior that could deteriorate the dam, potentially result in its shutdown or failure. Considering the time and labor consumed by long-term measurements, processing and analysis of measured data, importance of the small structural motions at regular intervals could be comprehended. This study provides some information, safety and the techniques about the deformation monitoring of the dams, dam safety and related analysis. The case study is the deformation measurements of Atatürk Dam in Turkey which is the 6th largest dam of world considering the filling volume of embankment. Brief information is given about the dam and the methods of monitoring techniques applied by various disciplines. Some results have been obtained from this method for nearly eight years are presented in this work. In addition, the results of bathymetric surveys between 2005 and 2010 will be compared using the cross sections where the maximum changes occurred on the dam bottom of the reservoir area.
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Introduction of an Emergency Response Plan for flood loading of Sultan Abu Bakar Dam in Malaysia
NASA Astrophysics Data System (ADS)
Said, N. F. Md; Sidek, L. M.; Basri, H.; Muda, R. S.; Razad, A. Z. Abdul
2016-03-01
Sultan Abu Bakar Dam Emergency Response Plan (ERP) is designed to assist employees for identifying, monitoring, responding and mitigation dam safety emergencies. This paper is outlined to identification of an organization chart, responsibility for emergency management team and triggering level in Sultan Abu Bakar Dam ERP. ERP is a plan that guides responsibilities for proper operation of Sultan Abu Bakar Dam in respond to emergency incidents affecting the dam. Based on this study four major responsibilities are needed for Abu Bakar Dam owing to protect any probable risk for downstream which they can be Incident Commander, Deputy Incident Commander, On-Scene Commander, Civil Engineer. In conclusion, having organization charts based on ERP studies can be helpful for decreasing the probable risks in any projects such as Abu Bakar Dam and it is a way to identify and suspected and actual dam safety emergencies.
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7 CFR Appendix A to Subpart E of... - Hazard Potential Classification for Civil Works Projects
Code of Federal Regulations, 2013 CFR
2013-01-01
... (Continued) RURAL UTILITIES SERVICE, DEPARTMENT OF AGRICULTURE ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES... appendix is U.S. Army Corps of Engineers Engineering and Design Dam Safety Assurance Program, ER 1110-2... human habitation) Uncertain (rural location with few residences and only transient or industrial...
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7 CFR Appendix A to Subpart E of... - Hazard Potential Classification for Civil Works Projects
Code of Federal Regulations, 2011 CFR
2011-01-01
... (Continued) RURAL UTILITIES SERVICE, DEPARTMENT OF AGRICULTURE ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES... appendix is U.S. Army Corps of Engineers Engineering and Design Dam Safety Assurance Program, ER 1110-2... human habitation) Uncertain (rural location with few residences and only transient or industrial...
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7 CFR Appendix A to Subpart E of... - Hazard Potential Classification for Civil Works Projects
Code of Federal Regulations, 2012 CFR
2012-01-01
... (Continued) RURAL UTILITIES SERVICE, DEPARTMENT OF AGRICULTURE ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES... appendix is U.S. Army Corps of Engineers Engineering and Design Dam Safety Assurance Program, ER 1110-2... human habitation) Uncertain (rural location with few residences and only transient or industrial...
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7 CFR Appendix A to Subpart E of... - Hazard Potential Classification for Civil Works Projects
Code of Federal Regulations, 2014 CFR
2014-01-01
... (Continued) RURAL UTILITIES SERVICE, DEPARTMENT OF AGRICULTURE ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES... appendix is U.S. Army Corps of Engineers Engineering and Design Dam Safety Assurance Program, ER 1110-2... human habitation) Uncertain (rural location with few residences and only transient or industrial...
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Research on Safety Monitoring System of Tailings Dam Based on Internet of Things
NASA Astrophysics Data System (ADS)
Wang, Ligang; Yang, Xiaocong; He, Manchao
2018-03-01
The paper designed and implemented the safety monitoring system of tailings dam based on Internet of things, completed the hardware and software design of sensor nodes, routing nodes and coordinator node by using ZigBee wireless sensor chip CC2630 and 3G/4G data transmission module, developed the software platform integrated with geographic information system. The paper achieved real-time monitoring and data collection of tailings dam dam deformation, seepage line, water level and rainfall for all-weather, the stability of tailings dam based on the Internet of things monitoring is analyzed, and realized intelligent and scientific management of tailings dam under the guidance of the remote expert system.
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1980-07-01
tlsq &W CPA VWTv * 0~ wfe 4 o-f’ffv 1401,1 etc, flm# 4bd u J>’ i te.’. fRt. -~~ab t~rviof of ~naGt ##d a dfDW. >*74otoo -o 42 -’J-’A le VI C...Inw+ A *c*I.PLA I. N ~ ,4E O. 8 ’DETAIL5 OF SPECIAL DE51GIJ 5PILLWsAY ATTACHED) TD INLET ENjD OF 5TANDARD DOUBJrLE 10g12* bOX C11LVERT ot- Ad#,. Z
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1980-12-01
investigations are considered necessary. 2-3 SELCTI OdN 7, - VsI -I I N7SVLCF 3.1 FINDINGS a . Gene i’al A v i a , risoec 1, n 1 0f t oe IAt wr> -i k...ar sat is fact ory and conventi onna -; ety fmi-qioc I V’’ t . I iw-vv IfU is reccinmended thqt. the prescr! ied 5<mi i In Iii i nf r i hfe ippl 1w 1
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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
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1980-09-30
3/8" pea gravel., Apply I coat of Uniweld or Sika Dur Hi-Mod over old concrete to insure the proper bonding. V 2. Repeat process one for section over...Bay 1. 3. Chip out cracked concrete along Bays 7 and 8, apply one coat Colma Joint Primer and fill with Colma Joint Sealer (As manufactured by Sika ) 4...deck. Cracked concrete should be repaired with Sika Dur. Hi-Mod and application of low slump nonshrink grout’ made with antihydro cement
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1981-06-30
order of 6 inches deep. The most severely spalled areas generally occur along joints. Many areas of small amounts of calcium deposits were present on...5toiiii. No biowhlers or fragnierts of rock shall be placeud itt an ’y wall where the width is le,’ titant twice the trayo-verse ditnsioni of the rock as...fit over each opening. The copper screen on the upstream face of racks shall be set entirely within the outer edge of the frame of the rack and shall be
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1978-12-01
91 ._ ,_ ., o .2 2’. 3 bl.37 . . . . . ... A.7 ,,?Y 33 Y3,1 . . ... 9. .. . Q . o 7 .,/1 281 .l5/ . . . . - 3,c~ 2,542 3 1 2/6J ? 11,3 ),o ! ,os’ /,.3...8217;.;, ." ;,; - . . .CCC14, , .,.. . - ,fl qk -- I a4 . zWI & a a la Ir Z 0 f 1. ; ata d *~~~~~~~~~0D O 7 ... . . . . . .. . . . . . - AS 1 Z. Zt ~40. 4 0 . & J,10" 1
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1980-08-01
ARMY ENGINEER DISTRICT, ST. LOUIS D I Ms FOPATE OF MISSOURI E L E C T p D3 AUGUST, 19ue pTE4ENA lo1 9 o85 UNCLASSIFIED SECURITY CLASSIFICATION OF THIS...Anderson Engineering, Inc. DACW4 3-8,0-C-A673 9 . PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGJAM EL"gNT. PROJ&QT. TASK U.S. Army Engineer District...the-work-reported was accomplished. Leave blank in in-house reports. Block 9 . Performing Organization Name and Address. For in-house reports enter the
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1978-07-01
CLASSIFICATION AUTHORITY 3 DISTRIBUTION /AVAILABILITY OF REPORT 2b DECLASSIFICATION /DOWNGRADING SCHEDULE ApproveI. foe ubl ic release; distributionunn mi e 4...TAYPOL ARM , STOP EQUAL .- maT9 PALLO-EkLTOMERA ’EDDY~ "IA WElp TO J NEMA CLOW NOCO 1000 1.0- ."L L- - AT. T D III SCCTSomm n2-2 24 P 21 -OOOW I-0 AIA a...material in the downstream channel and any other physical evidence, describe the foundation material. CI .4, r A ZAM ~ A .4,1 ic 3. Basis for
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1980-03-01
8217 7rA’Al’A /O’ 3 4 5 $-eS 7W# 55 Af1--7;72 6 10 12 - . . . . . ... . . . . . .’ . . .. 13 l 14 15 £ F6 3I f’f . 16 A6 18 19 200 _.._. . . . .. . . . 21’ 22...191, ~ C! . .. .. C.C C C L. C . C W .C . . . .C .C . . . .C .C . . . . .C . C . C C. . C . C 4 4 . . . a CC aa acca a aa aa C C
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Advances on the Failure Analysis of the Dam-Foundation Interface of Concrete Dams.
Altarejos-García, Luis; Escuder-Bueno, Ignacio; Morales-Torres, Adrián
2015-12-02
Failure analysis of the dam-foundation interface in concrete dams is characterized by complexity, uncertainties on models and parameters, and a strong non-linear softening behavior. In practice, these uncertainties are dealt with a well-structured mixture of experience, best practices and prudent, conservative design approaches based on the safety factor concept. Yet, a sound, deep knowledge of some aspects of this failure mode remain unveiled, as they have been offset in practical applications by the use of this conservative approach. In this paper we show a strategy to analyse this failure mode under a reliability-based approach. The proposed methodology of analysis integrates epistemic uncertainty on spatial variability of strength parameters and data from dam monitoring. The purpose is to produce meaningful and useful information regarding the probability of occurrence of this failure mode that can be incorporated in risk-informed dam safety reviews. In addition, relationships between probability of failure and factors of safety are obtained. This research is supported by a more than a decade of intensive professional practice on real world cases and its final purpose is to bring some clarity, guidance and to contribute to the improvement of current knowledge and best practices on such an important dam safety concern.
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1979-07-01
RD-A154 892 NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL DAMS i/I HOUGHTON POND DAM (MA..(U) CORPS OF ENGINEERS WALTHAM UNCLASSIFIED N NEN ENGLAND...HOUGHTON POND DAM MA 00444 PHASE I INSPECTION REPORT _ NATIONAL DAM INSPECTION PROGRAM DTIC EECTE CD JUN4 985 -LJE DEPARTMENT OF THE ARMY NEW ENGLAND...16 SUPPLEMENTARY NOTES Co ver program reads: Phase I Inspection Report, National Dam Inspection Program ; however, the official title of the program
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Home - Division of Mining, Land, and Water
(Public Land Title) Surveys, Easements and Plats Water Aquatic Farming Dam Safety Navigability Shore Farming Contract Administration Dam Safety Land Sales Land Use Planning Mining Municipal Entitlements
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Coupled dam safety analysis using WinDAM
USDA-ARS?s Scientific Manuscript database
Windows® Dam Analysis Modules (WinDAM) is a set of modular software components that can be used to analyze overtopping and internal erosion of embankment dams. Dakota is an extensive software framework for design exploration and simulation. These tools can be coupled to create a powerful framework...
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Code of Federal Regulations, 2011 CFR
2011-07-01
... 33 Navigation and Navigable Waters 2 2011-07-01 2011-07-01 false Safety Zone, Brandon Road Lock... Guard District § 165.930 Safety Zone, Brandon Road Lock and Dam to Lake Michigan including Des Plaines... COAST GUARD, DEPARTMENT OF HOMELAND SECURITY (CONTINUED) PORTS AND WATERWAYS SAFETY REGULATED NAVIGATION...
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1978-03-01
Bntarad) REPORT DOCUMENTATION PAGE READ INSTRUCTIONS BEI- ORE COMPLETING FORM %. 2. GOVT ACCESSION NO 3. RECIPIENT’S CATALOG NUMBER ise I Inspection...110 i 11 ! 14 6 9 1 12 ;l 1 1 i i 2 •12- , SS7 1 8 1 12 i 23 261 .. 2* i 14 \\\\ i 1 1 1 n _- :q q Q !5i i I^S i ?n i —_r |Br. very...SA SiD" 1 , ’I 2-"> 4 !’ SS7 1 1 2 1 2 1 8 13.3 —Vi-j;- Dk or PEAT & ORG STLT • ! ’! 1
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1980-08-23
MA = -a a (A ILa 0. on 4 04 - 0 4.. 4i 44 4i . 4 4. PN w 4 - at AISA 4, 4. 4 ac I r V tvso l, -Vcp4pnfyw to &A0: 1. 0.V. 494 4...for Nuclear Power Plants, Regulating Guide 1.59, Revision 2, August1977 3. Linsley and Franzini: Water Resources Engineering, Second Edition , McGraw...Hill (1972) 4. W. Viessman, Jr., J. Knapp, G. Lewis, 1977, 2nd Edition , Introduction to Hydrology 5. Ven Te Chow: Handbook of Applied Hydrology, McGraw
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1980-02-14
LI z ma LiA a 0 4A4 Idd 0. 0a 4J 00 0 0) ac 4) w 0 - V/) 0 ~ . 0 zV -w o ~ = go -j- W- zwI - In0 0 L iz ma ~ 5 w sUs Li co ~LA.Z ts Al 0m z 0 w z Lij 0...CP= .63 VOL= 1.00 9. 32. 65. 1#4. 147. 192. 238. 281 . 317. 344. 361. 376. 368. 356. 322. 295. 276. 247. ZZ6. 267. 196. 173. 159. 145. 133. 122. 111
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1981-09-10
Animal Burrows (3) Sloughing, Subsidence or Depressions A 6 D’FI4E’ SCOPE LGCAt-t L&VtICXn~g~ , /p I .,-15-3(9/bo) 3 (L) Slope Protection i/cri_., I (5...821747IFS’ . 1(2) Undesirable Growth or Debris, Animal Burrows 946 Royeas&W’" IOiAILY 6 ~ ~~ 9 (3) Sloughing, Subsidence or Depressions NO QJEL- I rEr-f"o...Is creating a strem whieh is flowing around the rigt conrete abutment and enters the rivor a short distance dwnstrom of the abutment. Ve sugest that
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NASA Astrophysics Data System (ADS)
Hamdon, Alaa
2010-05-01
The Dohuk's dam is one of the most important Aggregated dams in Iraq, located about 1 km from Dohuk city in northern Iraq, So; this vital project provides Dohuk city by water while the city formerly dependent on wells water prior to the establishing of the dam, and this is one of the main reasons for land-use expansion in Dohuk city and its vicinity,which is meant that the Dohuk's dam safety factor ,it is the key of the city safety factor .This dam has initiated the establishment of the dam in 1980 and was established in 1988, and it's capacity is 47.5 million cubic meters. This study aims to analyze the morphometric or geometric properties and the environmental factors at drainage systems and drainage network for Dohuk area's drainage basins (which recharges water of Dohuk Dam's Lake and it is accumulated by rainfall and spring water) scientifically and geometrically. Study of the geology of construction area of the dam Structuraly and tectonically. Satellite image, topographic maps and aerial photographs used in this study for merging its results together and preparing a drainage basin's maps and a geologic interpretation map for the study area to recognize the important geologic impact on the river which comes out from dam lake, also some of the field work investigation has been depended in this study. As a final result from morphometric analysis of drainage basins, tectonic analysis and geological investigations for study area, found as the following: 1 - Determining the amount of the accumulated sediments on the dam body, which has been carried by the collected rain-full water from the drainage basins, snow and spring water (the resources of Dam Lake). Study of the impact of these deposits on dam stability and evaluate the risk of these deposits on dam body and on its safety. 2 - Identification of geological features, which are that threaten the safety of the river of city which concern the only resource for the city and stability of dam body and its related to other geological phenomena (such as earthquakes and floods ... etc.). 3 - Suggestions some of the proposals for the maintenance of the dam lake to preserve the stability of the dam body and to protect the river properties. 4- Prepare some scientific criteria to avoid a disaster affecting human activity or agricultural or industrial, which are located in the city of Dohuk.
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Advances on the Failure Analysis of the Dam—Foundation Interface of Concrete Dams
Altarejos-García, Luis; Escuder-Bueno, Ignacio; Morales-Torres, Adrián
2015-01-01
Failure analysis of the dam-foundation interface in concrete dams is characterized by complexity, uncertainties on models and parameters, and a strong non-linear softening behavior. In practice, these uncertainties are dealt with a well-structured mixture of experience, best practices and prudent, conservative design approaches based on the safety factor concept. Yet, a sound, deep knowledge of some aspects of this failure mode remain unveiled, as they have been offset in practical applications by the use of this conservative approach. In this paper we show a strategy to analyse this failure mode under a reliability-based approach. The proposed methodology of analysis integrates epistemic uncertainty on spatial variability of strength parameters and data from dam monitoring. The purpose is to produce meaningful and useful information regarding the probability of occurrence of this failure mode that can be incorporated in risk-informed dam safety reviews. In addition, relationships between probability of failure and factors of safety are obtained. This research is supported by a more than a decade of intensive professional practice on real world cases and its final purpose is to bring some clarity, guidance and to contribute to the improvement of current knowledge and best practices on such an important dam safety concern. PMID:28793709
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Walter Bouldin Dam failure and reconstruction
DOE Office of Scientific and Technical Information (OSTI.GOV)
None
1978-09-01
Walter Bouldin is one of several hydroelectric developments of Alabama Power Company. On February 10, 1975, an earth embankment section of Walter Bouldin Dam was breached, causing total evacuation of the forebay reservoir and rendering the 225-MW power plant inoperable. The Federal Power Commission instituted an investigation of the dam failure, and a report on the investigation was published in February 1976. Subsequently, an evidentiary hearing was held before an administrative law judge who issued his initial decision on August 19, 1976. The Commission, on April 21, 1977, issued its Opinion No. 795 in which it adopted the initial decisionmore » with modifications and terminated the investigation of failure of Walter Bouldin Dam. Opinion No. 795 directs the staff of the Bureau of Power to prepare, for the future guidance of the Commission, a report on the deficiencies which were found in its investigation, together with advice as to how such deficiencies have been and should be remedied. Also, it directs the staff of the Bureau of Power to address certain general recommendations included in the initial decision. This report was prepared in response to that directive and summaries information on the dam failure and its investigation; the evidentiary hearing; the judge's recommendations, the reconstruction of the Bouldin Dam; and the evalution and status of the Federal Energy Regulatory Commission Dam safety program. (LCL)« less
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Scholarship program to benefit future engineers
DOE Office of Scientific and Technical Information (OSTI.GOV)
Not Available
1993-02-01
ASDSO this year launched a new scholarship program for undergraduate students interested in dam safety engineering as a career. Two scholarships of $2,500 each will be granted to one junior and one senior, beginning with the 1993 school year. Students taking a full college course load and majoring in civil or agricultural engineering, geology, or a related field, were elgible. ASDSO, which plans to name the recipients by May 1993, received about two dozen applications for the scholarships.
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USDA-ARS?s Scientific Manuscript database
According to the National Inventory of dams (NID, 2009), out of the 84,134 dams in the US, more than 87% (73,423) are earthen dams. The majority of these earthen dams are past or approaching their design life expectancy of 50 years. According to the National committee on Levee Safety (NCLS, 2009),...
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30 CFR 57.20010 - Retaining dams.
Code of Federal Regulations, 2011 CFR
2011-07-01
... 30 Mineral Resources 1 2011-07-01 2011-07-01 false Retaining dams. 57.20010 Section 57.20010 Mineral Resources MINE SAFETY AND HEALTH ADMINISTRATION, DEPARTMENT OF LABOR METAL AND NONMETAL MINE....20010 Retaining dams. If failure of a water or silt retaining dam will create a hazard, it shall be of...
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30 CFR 56.20010 - Retaining dams.
Code of Federal Regulations, 2011 CFR
2011-07-01
... 30 Mineral Resources 1 2011-07-01 2011-07-01 false Retaining dams. 56.20010 Section 56.20010 Mineral Resources MINE SAFETY AND HEALTH ADMINISTRATION, DEPARTMENT OF LABOR METAL AND NONMETAL MINE... Retaining dams. If failure of a water or silt retaining dam will create a hazard, it shall be of substantial...
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30 CFR 57.20010 - Retaining dams.
Code of Federal Regulations, 2010 CFR
2010-07-01
... 30 Mineral Resources 1 2010-07-01 2010-07-01 false Retaining dams. 57.20010 Section 57.20010 Mineral Resources MINE SAFETY AND HEALTH ADMINISTRATION, DEPARTMENT OF LABOR METAL AND NONMETAL MINE....20010 Retaining dams. If failure of a water or silt retaining dam will create a hazard, it shall be of...
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30 CFR 56.20010 - Retaining dams.
Code of Federal Regulations, 2010 CFR
2010-07-01
... 30 Mineral Resources 1 2010-07-01 2010-07-01 false Retaining dams. 56.20010 Section 56.20010 Mineral Resources MINE SAFETY AND HEALTH ADMINISTRATION, DEPARTMENT OF LABOR METAL AND NONMETAL MINE... Retaining dams. If failure of a water or silt retaining dam will create a hazard, it shall be of substantial...
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Earthern embankment overtopping analysis using the WinDAM B software
USDA-ARS?s Scientific Manuscript database
Over 11,000 small watershed dams have been constructed with USDA involvement over an eighty year period. WinDAM B software has been developed to help engineers address dam safety concerns relative to potential overtopping of these earthen embankments. The primary function of the software is threef...
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Geoelectrical Methods and Monitoring for Dam Safety Assessment, Republic of Korea
NASA Astrophysics Data System (ADS)
Lim, S. K.; Oldenburg, D.; Kang, S.; Song, S. H.
2016-12-01
Geoelectrical methods and monitoring to detect the seepage and internal erosion are essential for the safety assessment of earth dams. This work aims to develop improved methodologies to analyze the observed data and to monitor changes in seepage flow using direct current (DC) and self-potential (SP) methods. The seasonal variation of water level at dams causes a change in seepage and water saturation and hence alters the resistivity of the dam material. DC data are sensitive to water saturation and hence changes in saturation can be obtained by repeatedly measuring DC data. However, a more diagnostic parameter for safety assessment is fluid flow, and resistivity is only weakly coupled to that. Fortunately SP signals are directly related to fluid flow, and thus an SP survey has the potential to characterize fluid flow through the earth matrix. In Korea, the safety assessment of earth fill dams has been dealt by Korea Rural Community Corporation (KRC). Most of the dams are relatively old ( >50 years), hence assessing deterioration and corresponding seepage of those dams are crucial. In order to evaluate the engineering geological properties of the soil at earth dams in Korea, two boreholes in each dam were drilled to a bedrock depth that exceeds the height of the dam. A large set of field tests, including standard penetration tests (SPT) and in-situ permeability tests, were carried out along the boreholes. However, seepage paths in the dam is complex hence those limited measurements at a few points is not sufficient to delineate the zone of preferential seepage flow. For this, KRC developed permanent DC monitoring systems at a number of agricultural dams in Korea. The data were automatically collected every 6 hours. During the monitoring, the measurements of the water level at two boreholes were gathered at the same time. In this presentation we select an agricultural dam and delineate an anomalous leakage zone by inverting and interpreting time-lapse DC resistivity data acquired under conditions of variable water level. We use these results to simulate SP signals and investigate their potential in monitoring seepage. Our results lay the foundation for developing an automated analysis of DC and SP data to recognize normal and abnormal conditions and to provide an alert when variations beyond a specified threshold are detected.
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Code of Federal Regulations, 2012 CFR
2012-01-01
... ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES AND DESIGN POLICIES AND PROCEDURES Electric System Design § 1724.55 Dam safety. (a) The provisions of this section apply only to RUS financed electric system... at RUS, Electric Staff Division, 1400 Independence Avenue, SW., Washington, DC, Room 1246-S, and at...
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Code of Federal Regulations, 2013 CFR
2013-01-01
... ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES AND DESIGN POLICIES AND PROCEDURES Electric System Design § 1724.55 Dam safety. (a) The provisions of this section apply only to RUS financed electric system... at RUS, Electric Staff Division, 1400 Independence Avenue, SW., Washington, DC, Room 1246-S, and at...
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Code of Federal Regulations, 2010 CFR
2010-01-01
... ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES AND DESIGN POLICIES AND PROCEDURES Electric System Design § 1724.55 Dam safety. (a) The provisions of this section apply only to RUS financed electric system... at RUS, Electric Staff Division, 1400 Independence Avenue, SW., Washington, DC, Room 1246-S, and at...
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Code of Federal Regulations, 2011 CFR
2011-01-01
... ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES AND DESIGN POLICIES AND PROCEDURES Electric System Design § 1724.55 Dam safety. (a) The provisions of this section apply only to RUS financed electric system... at RUS, Electric Staff Division, 1400 Independence Avenue, SW., Washington, DC, Room 1246-S, and at...
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Code of Federal Regulations, 2014 CFR
2014-01-01
... ELECTRIC ENGINEERING, ARCHITECTURAL SERVICES AND DESIGN POLICIES AND PROCEDURES Electric System Design § 1724.55 Dam safety. (a) The provisions of this section apply only to RUS financed electric system... at RUS, Electric Staff Division, 1400 Independence Avenue, SW., Washington, DC, Room 1246-S, and at...
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TSSGNEO suggestions for refinement of safety criteria for dam at the Sayano-Shushenskaya HPP
DOE Office of Scientific and Technical Information (OSTI.GOV)
Savich, A. I.; Gaziev, E. G.
2013-09-15
Analysis of radial-displacements of the dam, measured by direct and inverted plumb lines, indicates that curves of the variation in radial displacements of the dam at different elevations make it possible to plot diagrams of increases in the radial displacement over the entire height of the dam, i.e., inclines of the axis of the dam to the vertical.
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National Program of Inspection of Non-Federal Dams.
1982-05-01
actions to improve the .;,.fety of Federal dams . 3 B. PROGRAM REVITALIZATION Subsequent to the failure of the Teton Dam , near Newdale, Idaho, in June...development of hydrostatic heads sufficient to create in the area downstream of the dam sand boils that erode materials by the phenomenon known as " piping " and...Eh irmmhhhommlm mhhhhmmmmhhlo US Arm op National Program of Inspection of Non-Federal Dams Final Report to Congress The National Dam Inspection Act of
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1981-08-01
8 Y4 Z] 4 .TTL ad util)r.~!E or... 4 wone~fl idwk., p- 4 , r nmburgd I ~~~’~~ Alet~ arytoJ 0- I ~ embers rns d CALEt IN MAILES FDATE: ,JtJ I" I H ey Lae arREGw APPENDIX 1 CHECK LIST...7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3 IN. SCALE I 3 4 ~ a, 4 l4CjAcL-J C 5 -6 -I--.r r \\ -I ,,) 7 8 lp,:/ __.!o____._.
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1980-02-01
JaJ .4 X X J j J J J J J j J JJ j J J J J J J J~JjcJJajj a j JhJJ)(:*&i "a9 * 9 9 9 9 * .9 9 * 9 * ° , * 9to o 9oo o I 9~o e 9mo o Q 9OQ O O Q Q I Q...National En4ineer _H- td ook, Section 4, Hydrology, August 1972 (U.S. Oepartment of Agriculturel, 4) H.W. King and E.F. Brater,’HandbookcOf H)d&aU~s, 5th
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1981-08-04
8217 IELT OR BASE FLOw. USE VALUE i9?OF’ N. Y STATE NAMP - MINI/tM W’ RUNOFF (1ANm~s/DAy) FOR DEE,4-,/w,6 7W P-S/ r’ Pslic 2/6 t US5E 0. (/1IAy D-9...RESOURCES COMMISSION CONSERVATION DEPARTMENT ALBANY, N.Y. 12226 Do Not Write in This Box AppI. No. _____411_____V/ Darn No. __ __ __ __ Permit No. Watershed...extent and in such time and manner also notify him promptly in writing of the completion of the as the Water Resources Commission may require, remove
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Updating of Safety Criteria for Basic Diagnostic Indicators of Dam at the Sayano-Shushenskaya HPP
DOE Office of Scientific and Technical Information (OSTI.GOV)
Gordon, L. A.; Skvortsova, A. E.
2013-09-15
Values of diagnostic indicators [K]-limitations placed on radial displacements and turn angles of horizontal sections of the dam - which are permitted for each upper-pool level within the range from 520 to 539 m are determined and proposed for inclusion in the Declaration of Safety. Empirical relationships used to develop safety criteria K1 and K2 are modified.
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1980-08-01
AD-A091 595 BERGER ASSOCIATES INC HARRISBURG PA FIG 13/13 NATIONAL DAM INSPECTION PROGRAM . LEWIS LAKE DAM (NDI-ID NUMBER -- ETC(U) AUG GO H JONGSMA...NO. 58-7 SUSQUEHANNA COUNTY, PENNSYLVANIA PHASE I INSPECTION REPORT NATIONAL DAM INSPECTION PROGRAM I 1 k-o C - PREPARED FOR DEPARTMENT OF THE ARMY...Dam Inspection Act, Public Law 92-367, authorized the Secretary of the Army, through the Corps of Engineers, to initiate a program of inspections of
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-02-05
... the Herbert Hoover Dike Major Rehabilitation Project, Martin and Palm Beach Counties AGENCY...-wide risk reduction approach as required for safety modifications to dams. FOR FURTHER INFORMATION...-2108. SUPPLEMENTARY INFORMATION: The supplemental MRR will be replaced with a system-wide Dam Safety...
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Increasing drought risk in large-dam basins of South Korea
NASA Astrophysics Data System (ADS)
Jung, I. W.; Shin, Y.; Park, J.; Kim, D.
2017-12-01
In 2015, South Korea suffered one of the worst droughts in recent years. Seoul and Gyeonggi and Gangwon provinces experienced severe drought conditions, receiving less than 43 percent of the annual precipitation average of the past 30 years. Additionally, the 2015 summer precipitation was less than half of the average. The lack of summer precipitation induced serious shortages in dam storages, which are important supplies for the dry season. K-water, a public company managing South Korea's public water supply system, is fighting to secure public water supply and minimize potential damage that may occur before the subsequent wet season. This study detected significant decreasing trends (95% confidence interval) in dry-seasonal runoff rates (=dam inflow / precipitation) in three dams basins (Soyang, Chungju, and Andong). Changes in potential evapotranspiration (PET) and precipitation indices were examined to investigate potential causes of decreasing runoff rates trends. However, there were no clear relations among changes in runoff rates, PET, and precipitation indices. Runoff rate reduction in the three dams may increase the risk of dam operational management and long-term water resource planning. Therefore, it will be necessary to perform a multilateral analysis to better understand decreasing runoff rates.AcknowledgementsThis research was supported by a grant(2017-MPSS31-001) from Supporting Technology Development Program for Disaster Management funded by Ministry of Public Safety and Security(MPSS) of the Korean government.
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NASA Astrophysics Data System (ADS)
Hori, Toshikazu; Mohri, Yoshiyuki; Matsushima, Kenichi; Ariyoshi, Mitsuru
In recent years the increase in the number of heavy rainfall occurrences such as through unpredictable cloudbursts have resulted in the safety of the embankments of small earth dams needing to be improved. However, the severe financial condition of the government and local autonomous bodies necessitate the cost of improving them to be reduced. This study concerns the development of a method of evaluating the life cycle cost of small earth dams considered to pose a risk and in order to improve the safety of the downstream areas of small earth dams at minimal cost. Use of a safety evaluation method that is based on a combination of runoff analysis, saturated and unsaturated seepage analysis, and slope stability analysis enables the probability of a dam breach and its life cycle cost with the risk of heavy rainfall taken into account to be calculated. Moreover, use of the life cycle cost evaluation method will lead to the development of a technique for selecting the method of the optimal improvement or countermeasures against heavy rainfall.
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Groundwater-Surface Water Interaction: A Case Study of Embankment Dam Safety Assessment in Sweden.
NASA Astrophysics Data System (ADS)
Ferdos, F.; Dargahi, B.
2015-12-01
Seepage, when excessive and unimpeded, can cause embankment dam failure. Such failures are often initiated by internal erosion and piping. Modelling these phenomena in embankment dams, accounting for the groundwater-surface water interactions, is crucial when performing dam safety assessments. The aim of this study was to evaluate the applicability of modelling seepage flows in multi-region dams using a finite element based multi-physics model. The model was applied to the Trängslet dam, the largest dam in Sweden. The objectives were to analyze the characteristics of both the flow and the surface-ground water interactions occurring in the dam, including: i) the saturated and unsaturated laminar flow regimes within the dam body, ii) the non-linear through-flow in the dam shoulders' coarse material, iii) the influence of the surface waves in the reservoir on the seepage flow by coupling the physics to a hydrodynamic interface, and iv) the influence of a conceptual "erosion tunnel" on the seepage flow and its interaction with the surface water flow by coupling the physics to a CFD interface. The focus of the study was on the influence of the transient water head boundary condition, surface waves and the internal erosion tunnel on the location of the phreatic line and the seepage flow rate. The simulated seepage flow of the dam in its original condition tallied with the monitoring measurements (40-70 l/s). The main feature found was the relatively high position of the phreatic line, which could compromise the stability of the dam. The combination of the seepage model with the reservoir hydrodynamics indicated a negligible influence of the surface waves on seepage flow. Results from the combination of the seepage model with fluid dynamics indicated that a conceptual "erosion tunnel" placed within the dam, even as high as in the unsaturated zone, significantly affects the phreatic line's position. This also causes the seepage flow to increase by several orders of magnitude, resulting in non-linear turbulent flow regimes in the downstream shoulder of the dam and, ultimately, dam failure. While the modelling was limited by a lack of reliable geometrical and geotechnical data, the results of the study do highlight the importance of including groundwater-surface water interactions in dam safety assessments.
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1979-09-01
of slm~ lu THAMES RIVER BASIN 00 DUDLEY, MASSACHUSETTS 0 0 in MERINO POND DAM MA 00110 0 PHASE I INSPECTION REPORT 0 NATIONAL DAM INSPECTION PROGRAM ...NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL , e, .* f. ,,,-Ue I,. h TNw@ e 6, CONTACT OR IAUNT ONUWSaEPe* U.S. AMY CORPS OF ENGINEERS NEW ENGLAND...SAaUmN el ame 6 am vel NSON* Odlmwmn ba 00-0 o6. oll.I,,NIA*v mOTE& Cover program reads: Phase I Inspection Report, National Dam Inspection Program
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-02-05
... the Herbert Hoover Dike Major Rehabilitation Project, Palm Beach and Glades Counties, FL AGENCY... safety modifications to dams. FOR FURTHER INFORMATION CONTACT: Questions may be forwarded to Ms. Angela... supplemental MRR will be replaced with a system wide Dam Safety Modification (DSM) Report. Environmental...
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-10-24
... Zone, Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal...
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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.
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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
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1980-11-01
j a aja-a, *a-’a .4 - .4 VS a a - a fl WV’ *-rI0&a. a.~ a-c.,.., a a a *a-,~ .~ ... a a. NO a- a.C5 a 004 a a la-n aCCa -) 0 2. 0 * a3O0 * aQ *a3 0...N C ’N** KU N - NNN.V(4t4 N, C, 3.5 .1 0 . - N4 4 N-NW * U ( 4MW Nt OOOCOOOOOC...NNVUACION.NNCNNV,1’ N’CC’VNVA V.. I NNNN AAAtNCA P2 5.3 3. CI N
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1981-06-30
ASSOCIATES S1466TIDO CKD DATE SUJECT SUS-SWGGT NO. OWNER PROJECT N"M 4 4 c L~c j~a~ L,1L l ~~ti .4 J 3’A A’~ O,, Vrf ~ 7%& /4 -MI 4 P <L- ,4e/ P" 0’vc 3...sand. 13’O" 7 VeryI derse brown wet lite i to .ine sand, traceI5 22 g2 4 Z 1 18-"-1610" of silt.’ 18 h.8 6 , ,-81 S" 9 6"-8" t 7 17,6 1 20 12
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1981-03-01
HYDROLOGIC AND HYDRAULIC COMPUTATIONS E INFORMATION AS CONTAINED IN THE NATIONAL INVENTORY OF DAMS ,v ’walL.it, AM I OVERVIEV \\ PHOTO Iv 390 L-( ibb~ ~5~4 N...AS-A144 539 NATIONAL PROGRAM FOR INSPEGTION 0F NON-FEDERAL DAMS / PAPER MIL POND DAM (.(U CORPS OF ENGINEERS WALTHAM A S MA NEW ENGLANA DIV MAR...CATALOG NUMBER CT 00621A 4 TITLE (amdSubtile) S. TYPE OF REPORT & PERIOD’COVERED Paper Mill Pond Dam INSPECTION REPORT NATIONAL PROGRAM FOR INSPECTION
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Development of a Salmonella cross-protective vaccine for food animal production systems.
Heithoff, Douglas M; House, John K; Thomson, Peter C; Mahan, Michael J
2015-01-01
Intensive livestock production is associated with increased Salmonella exposure, transmission, animal disease, and contamination of food and water supplies. Modified live Salmonella enterica vaccines that lack a functional DNA adenine methylase (Dam) confer cross-protection to a diversity of salmonellae in experimental models of murine, avian, ovine, and bovine models of salmonellosis. However, the commercial success of any vaccine is dependent upon the therapeutic index, the ratio of safety/efficacy. Herein, secondary virulence-attenuating mutations targeted to genes involved in intracellular and/or systemic survival were introduced into Salmonella dam vaccines to screen for vaccine candidates that were safe in the animal and the environment, while maintaining the capacity to confer cross-protective immunity to pathogenic salmonellae serotypes. Salmonella dam mgtC, dam sifA, and dam spvB vaccine strains exhibited significantly improved vaccine safety as evidenced by the failure to give rise to virulent revertants during the infective process, contrary to the parental Salmonella dam vaccine. Further, these vaccines exhibited a low grade persistence in host tissues that was associated with reduced vaccine shedding, reduced environmental persistence, and induction of cross-protective immunity to pathogenic serotypes derived from infected livestock. These data indicate that Salmonella dam double mutant vaccines are suitable for commercial applications against salmonellosis in livestock production systems. Reducing pre-harvest salmonellae load through vaccination will promote the health and productivity of livestock and reduce contamination of livestock-derived food products, while enhancing overall food safety. Copyright © 2014 Elsevier Ltd. All rights reserved.
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-10-24
... Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship Canal... enforcement of regulation. SUMMARY: The Coast Guard will enforce a segment of the Safety Zone; Brandon Road....S. Army Corps of Engineers' dispersal barrier maintenance operations. During the enforcement period...
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Army Corps of Engineers: Actions Needed to Improve Cost Sharing for Dam Safety Repairs
2015-12-01
at 15 percent when modifications result from new hydrologic or seismic data, or changes in state-of-the-art design or construction criteria deemed...due to changes in state-of-the-art design or construction criteria (state-of-the-art provision)—since the enactment of the enabling legislation in...safety repair projects funded for design or construction from fiscal year 20076 to fiscal year 2016, we analyzed Corps dam safety documents and
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30 CFR 715.18 - Dams constructed of or impounding waste material.
Code of Federal Regulations, 2012 CFR
2012-07-01
... overtopping by wind and wave action. (iii) Dams shall have minimum safety factors as follows: Case Loading... abutments shall be controlled to prevent excessive uplift pressures, internal erosion, sloughing, removal of... before construction begins. (8) All dams shall be removed and the disturbed areas regraded, revegetated...
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30 CFR 715.18 - Dams constructed of or impounding waste material.
Code of Federal Regulations, 2014 CFR
2014-07-01
... overtopping by wind and wave action. (iii) Dams shall have minimum safety factors as follows: Case Loading... abutments shall be controlled to prevent excessive uplift pressures, internal erosion, sloughing, removal of... before construction begins. (8) All dams shall be removed and the disturbed areas regraded, revegetated...
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30 CFR 715.18 - Dams constructed of or impounding waste material.
Code of Federal Regulations, 2013 CFR
2013-07-01
... overtopping by wind and wave action. (iii) Dams shall have minimum safety factors as follows: Case Loading... abutments shall be controlled to prevent excessive uplift pressures, internal erosion, sloughing, removal of... before construction begins. (8) All dams shall be removed and the disturbed areas regraded, revegetated...
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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
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Duda, Jeffrey J.; Wieferich, Daniel J.; Bristol, R. Sky; Bellmore, J. Ryan; Hutchison, Vivian B.; Vittum, Katherine M.; Craig, Laura; Warrick, Jonathan A.
2016-08-18
The removal of dams has recently increased over historical levels due to aging infrastructure, changing societal needs, and modern safety standards rendering some dams obsolete. Where possibilities for river restoration, or improved safety, exceed the benefits of retaining a dam, removal is more often being considered as a viable option. Yet, as this is a relatively new development in the history of river management, science is just beginning to guide our understanding of the physical and ecological implications of dam removal. Ultimately, the “lessons learned” from previous scientific studies on the outcomes dam removal could inform future scientific understanding of ecosystem outcomes, as well as aid in decision-making by stakeholders. We created a database visualization tool, the Dam Removal Information Portal (DRIP), to display map-based, interactive information about the scientific studies associated with dam removals. Serving both as a bibliographic source as well as a link to other existing databases like the National Hydrography Dataset, the derived National Dam Removal Science Database serves as the foundation for a Web-based application that synthesizes the existing scientific studies associated with dam removals. Thus, using the DRIP application, users can explore information about completed dam removal projects (for example, their location, height, and date removed), as well as discover sources and details of associated of scientific studies. As such, DRIP is intended to be a dynamic collection of scientific information related to dams that have been removed in the United States and elsewhere. This report describes the architecture and concepts of this “metaknowledge” database and the DRIP visualization tool.
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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.
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1978-10-01
DAM . * MA 00573 PHASE 1 INSPECTION REPORT NATIONAL DAM INSPECTION PROGRAM 0 V DEPARTMENT OF THE ARMY_ NEW ENGLAND DIVISION, CORPS OF ENGINEERS WALTHAM...ArIhtEN T (c- the 6b4trectenrto I lck 20, It dit.,.et i am Report) !6 5IPPLEMENTARY NOTES (,o ,er program reads: Phase I Inspection Report, National Darn...Inspection Program ; hov.ever, the official title of the program is: National Program for Inspection of lon-Federal Dans:. LISP cover date for date of
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78 FR 53494 - Dam Safety Modifications at Cherokee, Fort Loudoun, Tellico, and Watts Bar Dams
Federal Register 2010, 2011, 2012, 2013, 2014
2013-08-29
... fundamental part of this mission was the construction and operation of an integrated system of dams and... by the Federal Emergency Management Agency, TVA prepares for the worst case flooding event in order... appropriate best management practices during all phases of construction and maintenance associated with the...
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30 CFR 717.18 - Dams constructed of or impounding waste material.
Code of Federal Regulations, 2012 CFR
2012-07-01
... at least 3 feet to avoid overtopping by wind and wave action. (iii) Dams shall have minimum safety... pressures, internal erosion, sloughing, removal of material by solution, or erosion of material by loss into... regulatory authority before construction begins. (8) All dams shall be removed and the disturbed areas...
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30 CFR 717.18 - Dams constructed of or impounding waste material.
Code of Federal Regulations, 2014 CFR
2014-07-01
... at least 3 feet to avoid overtopping by wind and wave action. (iii) Dams shall have minimum safety... pressures, internal erosion, sloughing, removal of material by solution, or erosion of material by loss into... regulatory authority before construction begins. (8) All dams shall be removed and the disturbed areas...
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30 CFR 717.18 - Dams constructed of or impounding waste material.
Code of Federal Regulations, 2013 CFR
2013-07-01
... at least 3 feet to avoid overtopping by wind and wave action. (iii) Dams shall have minimum safety... pressures, internal erosion, sloughing, removal of material by solution, or erosion of material by loss into... regulatory authority before construction begins. (8) All dams shall be removed and the disturbed areas...
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-11-25
... of the dam not designed to be overtopped. After a full consideration of alternatives, this... for the DSA project permitting the Huntington District to begin detailed design and [[Page 70296... concrete blocks placed against the downstream face of the dam, and a pavement for scour protection...
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1978-07-31
on o ti pand inlna nto- tho horizonta r ip , of thpese j6ihtj cracks ’qro vary #mpor-tant tactors whIlh, dairedt3.y r, ntrol thpe stabili.ty o2 tile...dvxolpll Vmay ~ ju~ d b wil und 1 . ~ ir to ,r ww. 1r -okc ’ard :l~ave 3-~v.t’ voz f;- IxppOrl6 oxcopl, fr~Ioton- alon the’iid4 g2 planes.~ I...8217" dnn usi~zgsbippin hiss wi~’h wil be fn~sh4 Ppr sfand oo -1), 4hd culk f L*t’s ip ±iic o.cmntr p u ~y ..-&i a- to .... ~ V V w 101 %,S. &V 6. ~A
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1981-09-21
00 a0l 2 i K~~~~W 0 0 11 - 00 0 0: 3000. 0 000 #4IL .4 4 00. II O (0 4 2 0 4 O0NI. * 1.414 6 1 * 01% w 0-3 0 ft a KO na a’ aVNi *~~~~- 0- 4 1000 .00...S USO S ft# 6-31@@~1~eN~iS~l0540-31 140 31 srn 0500 4- U 0-C S U S E S C J C #If skO - S U S 4 0 Ow .U -, sa s4* a. 04 , m .4Va aP.9aI 0. 00ee s es
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1981-08-01
previouuly mentioned, bedrock in the area consists of red shale and sandstone of Triassic age . -2 SI 1.3 Pertinent Data a. Drainage Area 40 square miles b...COyP rFEONII NowTO \\ ASCU ~T - .LA1LP1?, F NAINLPOGA FISPCINO NNFDDM ~coeiEI laic- it leF~IN Ipo l ii m8I,_ -QA I EV APPENDIX 1 CHECK LIST VISUAL...a r.f ,i 13 14 TS C910C. 41,0-1 S70~ m f"", S C~ tec,( (Caed 3 /e-a2~V ’U0 16 r67 (k~otc ,yrude iVLAOti & L1Away k I 3 eř A.A 17 19 Or(CL age
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1980-04-01
Supply. g. Design and Construction History. Laurel Run Dam was constructed in 1594 by Martin Cawley, a contractor from Archbald. The construction was...1T6Ace joly PHASE I INSPECTION REPORT -4 NATIONAL DAM INSPECTION PROGRAM Lime LAUREL RUN DAM PENNSYLVANIA GAS AND WATER COMPANY RESERVOIR AREA
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-10-12
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... of Engineers' scheduled maintenance shutdown of Barrier IIB. During the enforcement period, entry...
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-12-16
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... the U.S. Army Corps of Engineers' maintenance operations of dispersal barrier IIB. During these...
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Federal Register 2010, 2011, 2012, 2013, 2014
2012-05-01
... Zone, Brandon Road Lock and Dam to Lake Michigan Including Des Plaines River, Chicago Sanitary and Ship...; Brandon Road Lock and Dam to Lake Michigan including Des Plaines River, Chicago Sanitary and Ship Canal... Corps of Engineers' post-maintenance testing of Barrier IIA and IIB. During the enforcement period...
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NASA Astrophysics Data System (ADS)
Mueller, M.; Mahoney, K. M.; Holman, K. D.
2015-12-01
The Bureau of Reclamation (Reclamation) is responsible for the safety of Taylor Park Dam, located in central Colorado at an elevation of 9300 feet. A key aspect of dam safety is anticipating extreme precipitation, runoff and the associated inflow of water to the reservoir within a probabilistic framework for risk analyses. The Cooperative Institute for Research in Environmental Sciences (CIRES) has partnered with Reclamation to improve understanding and estimation of precipitation in the western United States, including the Taylor Park watershed. A significant challenge is that Taylor Park Dam is located in a relatively data-sparse region, surrounded by mountains exceeding 12,000 feet. To better estimate heavy precipitation events in this basin, a high-resolution modeling approach is used. The Weather Research and Forecasting (WRF) model is employed to simulate events that have produced observed peaks in streamflow at the location of interest. Importantly, an ensemble of model simulations are run on each event so that uncertainty bounds (i.e., forecast error) may be provided such that the model outputs may be more effectively used in Reclamation's risk assessment framework. Model estimates of precipitation (and the uncertainty thereof) are then used in rainfall runoff models to determine the probability of inflows to the reservoir for use in Reclamation's dam safety risk analyses.
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Geophysical evaluation of the Success Dam foundation, Porterville, California
Hunter, L.E.; Powers, M.H.; Haines, S.; Asch, T.; Burton, B.L.; Serafini, D.C.
2006-01-01
Success Dam is a zonedearth fill embankment located near Porterville, CA. Studies of Success Dam by the recent Dam Safety Assurance Program (DSAP) have demonstrated the potential for seismic instability and large deformation of the dam due to relatively low levels of earthquake shaking. The U.S. Army Corps of Engineers conducted several phases of investigations to determine the properties of the dam and its underlying foundation. Detailed engineering studies have been applied using a large number of analytical techniques to estimate the response of the dam and foundation system when subjected to earthquake loading. Although a large amount of data have been acquired, most are 'point' data from borings and results have to be extrapolated between the borings. Geophysical techniques were applied to image the subsurface to provide a better understanding of the spatial distribution of key units that potentially impact the stability. Geophysical investigations employing seismic refraction tomography, direct current (DC) resistivity, audio magnetotellurics (AMT) and self-potential (SP) were conducted across the location of the foundation of a new dam proposed to replace the existing one. Depth to bedrock and the occurrence of beds potentially susceptible to liquefaction were the focus of the investigations. Seismic refraction tomography offers a deep investigation of the foundation region and looks at compressional and shear properties of the material. Whereas resistivity surveys determines conductivity relationships in the shallow subsurface and can produce a relatively high-resolution image of geological units with different electrical properties. AMT was applied because it has the potential to look considerably deeper than the other methods, is useful for confirming depth to bedrock, and can be useful in identifying deep seated faults. SP is a passive electrical method that measures the electrical streaming potential in the subsurface that responds to the movement of ground water. SP surveys were conducted at low pool and high pool conditions in order to look for evidence of seepage below the existing dam. In this paper, we summarize these techniques, present their results at Success Dam, and discuss general application of these techniques for investigating dams and their foundations.
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Using supercomputers for the time history analysis of old gravity dams
NASA Astrophysics Data System (ADS)
Rouve, G.; Peters, A.
Some of the old masonry dams that were built in Germany at the beginning of this century are a matter of concern today. In the course of time certain deterioration caused or amplified by aging has appeared and raised questions about the safety of these old dams. The Finite Element Method, which in the past two decades has found a widespread application, offers a suitable tool to re-evaluate the safety of these old gravity dams. The reliability of the results, however, strongly depends on the knowledge of the material parameters. Using historical records and observations a numerical back-analysis models has been developed to simulate the behaviour of these old masonry structures and to estimate their material properties by calibration. Only an implementation on a fourth generation vector computer made the application of this large model possible in practice.
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1981-05-01
CONNECTICUT PHASE I INSPECTION REPORT’ I NATIONAL DAM INSPECTION PRGRAM 1 NATIONAL DAM INSPECTION PROGRAM PHASE I INSPECTION REPORT Identification No...of the toe of the aam and backtill the resulting voids with a suitable compacted material. Grass shoula be planted over the repairea areas to prevent
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McNary Dam, Ice Harbor Dam, and Lower Monumental Dam Smolt Monitoring Program; 1996 Annual Report.
DOE Office of Scientific and Technical Information (OSTI.GOV)
Hillson, Todd; Lind, Sharon; Price, William
1997-07-01
The Washington Department of Fish & Wildlife (WDFW) assumed responsibility for the Smolt Monitoring Program at McNary Dam on the Columbia River in 1990 and at the new juvenile collection facility at Lower Monumental Dam on the Snake River in 1993. In 1996, Smolt Monitoring Program activities also began at the new juvenile collection facility located at Ice Harbor Dam. This report summarizes the 1996 Smolt Monitoring work at all three sites. The work at Ice Harbor consisted of Gas Bubble Trauma (GBT) monitoring only. In general, the 1996 passage season at both the McNary and Lower Monumental sites canmore » be characterized by reduced passage of juveniles through the collection systems due to elevated river flows and spill, and low (<1%) overall facility mortality rates most likely resulting from cooler water temperatures. In accordance with the National Marine Fisheries Service recommendations (NMFS, 1995) all spring migrants were bypassed at McNary Dam in 1996. Mechanical problems within the McNary collection system resulted in collection and sampling activities being delayed until April 18 at this site, while sampling and collection began on the scheduled starting date of April 1 at Lower Monumental Dam. Monitoring operations were conducted through December 14 at McNary Dam and through October 28 at Lower Monumental Dam. An ongoing transportation evaluation summer migrant marking program was conducted at McNary Dam in 1996 by the NMFS. This necessitated the sampling of 394,211 additional fish beyond the recommended sampling guidelines. All total, 509,237 and 31,219 juvenile salmonids were anesthetized and individually counted, examined for scale loss, injuries, and brands by WDFW Smolt Monitoring personnel in 1996 at McNary Dam and Lower Monumental Dam, respectively.« less
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NASA Astrophysics Data System (ADS)
Wang, Wanshun; Chen, Zhuo; Li, Xiuwen
2018-03-01
The safety monitoring is very important in the operation and management of water resources and hydropower projects. It is the important means to understand the dam running status, to ensure the dam safety, to safeguard people’s life and property security, and to make full use of engineering benefits. This paper introduces the arrangement of engineering safety monitoring system based on the example of a water resource control project. The monitoring results of each monitoring project are analyzed intensively to show the operating status of the monitoring system and to provide useful reference for similar projects.
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Project Operations: Flood Control Operations and Maintenance Policies
1996-10-30
President and an internal review performed by the Corps task group shortly after failure of the Teton Dam , we have undertaken numerous actions to modify our...practice for design, construction and operation of Corps reservoir projects. One important item as a result of the Teton Dam failure and the review...1 Glossary 1-4 1-2 CHAPTER 2 - Dam Operations Management Purpose 2-1 2-1 Policy 2-2 2-1 Emergency Plan 2-3 2-1 Dam Safety Training 2-4 2-2
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1980-03-01
STANDAROS-1963-A L ~.°.. o...... 1....MERRIMACK RIVER BASIN -!. WILMOT , NEW HAMPSHIRE ’,- CHASE POND DAM NH 00255 NHWRB NO. 253.02 r PHASE I...Continue on fewsorsp side #0 .o..oemay and Ientify by black Muthot) - DAMS, NSPECTION, PAM S’AFETY, Merrimack River Basin. * Wilmot , New Hampshire...MERRIMACK RIVER BASIN R WILMOT , NEW HAMPSHIRE - - PHASE I INSPECTION REPORT NATIONAL DAM INSPECTION PROGRAM :: : I
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1980-09-10
bedded shale and limestone bedrock found everywhere but the borrow area. Usually weathered in the top few feet. Hopefully rippable in most cases. o I L i...4485 c.y., 3 - 1020 c.y., K - 2130 c.y. r r,, - The RQD of cores seems to indicate that the bedrock will be rippable , at least for the most part
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Structural safety evaluation of Gerber Arch Dam
DOE Office of Scientific and Technical Information (OSTI.GOV)
Barrie, R.E.
1995-12-31
Gerber Dam, a variable radius arch structure, has experienced seepage and extensive freeze-thaw damage since its construction. A construction key was found cracked at its crest. A finite element investigation was made to evaluate the safety of the arch structure. Design methods and assumptions are evaluated. Historical performance is used in the evaluation. Stress levels, patterns, and distributions were evaluated for loads the structure has experienced to determine behavior contributing to seepage and cracking.
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1981-07-01
INSPECTION REPORT IDENTIFICATION NO.: MA 00030 S NAME OF DAM : TIHONET POND NO.2 DAM TOWN : WAREHAM COUNTY AND STATE : PLYMOUTH , MASSACHUSETTS STREAM...northeast of this dam serves to impound the water of Tihonet Pond also. This dam is referred to as Dam # 14 on Plymouth County Inspection Reports and...1. Approximately 1800 ft. northeast of this dam a second dam is located. This dam is referred to as Dam # 14 on Plymouth County . Inspection Reports
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Waidyanatha, Suramya; Toy, Heather; South, Natalie; Gibbs, Seth; Mutlu, Esra; Burback, Brian; McIntyre, Barry S; Catlin, Natasha
2018-01-01
Vinpocetine is being used worldwide by people of all ages, including pregnant women, for its purported multiple health benefits. However, limited data is available addressing the safety/toxicity of vinpocetine. The National Toxicology Program conducted studies to examine potential effects of vinpocetine on the developing rat. Disposition data is helpful to put the fetal findings into context and provide information on the potential risk for humans. The current study reports the systemic exposure and toxicokinetic (TK) parameters of vinpocetine and metabolite, apovincaminic acid (AVA), in pregnant Harlan Sprague Dawley rats, fetuses and amniotic fluid following oral gavage exposure of dams to 5 and 20mg/kg vinpocetine from gestational day 6 to 18. Vinpocetine was absorbed rapidly in dams with a maximum plasma concentration (C max ) reaching ≤1.37h. Predicted C max and area under the concentration versus time curve (AUC) increased less than proportionally to the dose. Vinpocetine was rapidly distributed to the peripheral compartment. More importantly, significant transfer of vinpocetine from dam to fetuses was observed with fetal C max and AUC≥55% of dams. Vinpocetine was cleared rapidly from dam plasma with an elimination half-life of ≤4.02h with no apparent dose-related effect. Vinpocetine was rapidly and highly metabolized to AVA with AVA plasma levels in dams ≥2.7-fold higher than vinpocetine, although in the fetuses, AVA levels were much lower than vinpocetine. Comparison of current rat data with literature human data demonstrates that systemic exposure to vinpocetine in rats following repeated exposure to 5mg/kg is similar to that following a single human relevant dose of 10mg suggesting that the findings from the toxicology study may be relevant to humans. Published by Elsevier Inc.
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76 FR 13601 - Submission for OMB Review; Comment Request
Federal Register 2010, 2011, 2012, 2013, 2014
2011-03-14
... opportunities for fish passage improvements or dam removal that may fit into existing funding programs directed... uses of dams, anticipated uses of dams, important issues or concerns to dam owners, and owners... dams will also be identified. Affected Public: Business or other for-profit organizations. Frequency...
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1980-08-01
AXIAL- INITIAL [00 NS CL 13~ rf START DEGOF SATI END CONS;0LI- PRINCIPIAL s T. -s STRAIN AT PU n I DIE~)0.1 AT S f A RT OF IA WON STES I ru Pcf cO DA...SAM.PLE. LUCAII’N FIELD SMk -11 N,) (1711H CLOLOCIZ Cii... 3~ ( i_ . __ _ _ _ __ _ _ TNE I LNETU)D AT API’lOV’U) V~ CA CLASSIFICATION Il!LL ill/P1
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1980-08-01
km., -s . 4t ts Wut - fie- mu sekbdisgnr - -- o - atslowly !.rsabl - Slsnghatt $3, o$Ic Porn -lr -hSconsla. are, Un0dM4:s. Tube satorotei -Slowly...denses t- wrsy iss -Sa ilL ____-_____________ 4OC 7 drL 30. di. s - Iso-gsoa il.E This pit dog under 1920, the of"re I te OIL U.to 991. Acurately. am39O
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Montgomery Point Lock and Dam, White River, Arkansas
2016-01-01
ER D C/ CH L TR -1 6- 1 Monitoring Completed Navigation Projects (MCNP) Program Montgomery Point Lock and Dam, White River, Arkansas Co...Navigation Projects (MCNP) Program ERDC/CHL TR-16-1 January 2016 Montgomery Point Lock and Dam, White River, Arkansas Allen Hammack, Michael Winkler, and...20314-1000 Under MCNP Work Unit: Montgomery Point Lock and Dam, White River, Arkansas ERDC/CHL TR-16-1 ii Abstract Montgomery Point Lock and
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1978-05-01
13 to >, ft 8« 0*0 o SH s flj r u J5H to TJ 50 CD <u g 4-J 4-> S cd cö § 3> _ *-s Pu CO 0) o ill X! £4 co •34* 2 ff-o . I <U I 4...er t kJ A *- «sj »n jeM«r IS- z p* ** tC f- c^ — •; n — c — O «4 o o tD • • »* **. «« w4 II « ?iTc ^ •* «o rw 4T o*> rv, P* or or...A OX M K> if- CT- tD w m t* ft* O O • r"> X o .r*» I IT -* CT» K- *? Of • «O • » — ro -4 O O» • N X MK fM
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SPILL ALERT DEVICE FOR EARTH DAM FAILURE WARNING
A spill alert device for determining earth dam safety based on the monitoring of the acoustic emissions generated in a deforming soil mass was developed and field-tested. The acoustic emissions are related to the basic mechanisms from which soils derive their strength. Laboratory...
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Research on early-warning index of the spatial temperature field in concrete dams.
Yang, Guang; Gu, Chongshi; Bao, Tengfei; Cui, Zhenming; Kan, Kan
2016-01-01
Warning indicators of the dam body's temperature are required for the real-time monitoring of the service conditions of concrete dams to ensure safety and normal operations. Warnings theories are traditionally targeted at a single point which have limitations, and the scientific warning theories on global behavior of the temperature field are non-existent. In this paper, first, in 3D space, the behavior of temperature field has regional dissimilarity. Through the Ward spatial clustering method, the temperature field was divided into regions. Second, the degree of order and degree of disorder of the temperature monitoring points were defined by the probability method. Third, the weight values of monitoring points of each regions were explored via projection pursuit. Forth, a temperature entropy expression that can describe degree of order of the spatial temperature field in concrete dams was established. Fifth, the early-warning index of temperature entropy was set up according to the calculated sequential value of temperature entropy. Finally, project cases verified the feasibility of the proposed theories. The early-warning index of temperature entropy is conducive to the improvement of early-warning ability and safety management levels during the operation of high concrete dams.
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Tailings dams stability analysis using numerical modelling of geotechnical and geophysical data
NASA Astrophysics Data System (ADS)
Mihai, S.; Zlagnean, M.; Oancea, I.; Petrescu, A.
2009-04-01
Methods for monitoring seepage and detecting internal erosion are essential for the safety evaluation of embankment dams. Internal erosion is one of the major reasons for embankment dam failures, and there are thousands of large tailings dams and waste-rock dumps in the world that may pe considered as hotspots for environmental impact. In this research the geophysical survey works were performed on Cetatuia 2 tailings dam. Electrical resistivity imaging (ERI) method was able to detect spatially anomalous zones inside the embankment dam. These anomalies are the results of internal erosion phenomena which may progressing inside the dam and is difficult to detect by conventional methods. Data aquired by geophysical survey together with their interpretations were used in the numerical model for slope stability assessment. The final results show us the structural weakness induced by the presence of internal erosion elements especially for seismic loading case. This research methodology may be also available for tailings dam monitoring purposes. Electrical Rezistivity Imaging (ERI) was performed on Cetatuia 2 dam at the Uranium Milling Plant Feldioara, in order to map areas with lateral and vertical changes in resistivity. The electrodes are connected to an automated computer operated switch box that selects the 4 electrodes to be used. A computer controls the switch box and the measuring device, and runs a program that selects the electrodes, makes the measurement, and stores the measurement. For inversion processing procedures was used Res2Din software. The measured resistivity were plotted by the pseudo section contouring method. There are five resistivity pseudosections obtained from the Cetatuia 2 tailings dam during the october 2007 measurements. Four transversal profiles trans1 to trans4 are perpendicular to the berms and the longitudinal one long1 is placed along dam's crest. The high resistivities near the berms surfaces corresponds to unsaturated fill materials and the low resistivities near the crest correspond to water saturated material. The resistivities values greater then 80 ohm.m may be explained by some error obtained for that inversion model. Profiles trans3 and trans4 were measured on perpendicular directions to berm alignment and show two distinct zones. The upward low resistivities zone correspond to water saturated materials especially from the compacted clay dam's core and the downward high resistivities zone belongs to unsaturated fill materials. The boundary between high and low resistivity at the depth of about 5 to 7 meters shows the groundwater level. The continuation of the high resistivity zones towards the end of the profile trans3, which is different from other profiles is probably due to the presence of dry coarse materials in shallow depth correspondingly to sandy clay. The sand fractions from the clay matrix may be affected by internal erosional phenomena, due to seepage currents that overpassed the material critical gradient. In this case the relative high resistivities values were considered as a presumptive erosional pattern. This profile was considered for the slope stability finite element modelling. The profile long1 which is placed along dam's crest is the longest profiles and extends up to nearly 420 m. The boundary between high and low resistivity at the depth of about 4 to 8 meters shows the groundwater across the dam core. The central part of the profile (about meter 200) shows the same relative high resistivities that occurred on transversal profile trans3. Resistivity data was used for building the 3D electrical resistivity model. The water saturated materials have locations very close to dam's crest (resistivity values usually lower then 10 ohm.m) and on both dam's arms. The groundwater levels were confirmed by the piezometric measurements. Electrical Rezistivity Imaging method had the possibility to show the most important disturbant elements that in certain conditions may weak the dam's state of safety. This study considered the SSR (Shear Strength Reduction) technique for slope stability numerical modelling. In the SSR finite element technique, elasto-plastic strength is assumed for dam's materials and shear strengths are progressively reduced until collapse occurs. Numerical modelling was performed on the most critical profile choosed through analysis of geophysical and geotechnical informational volume achieved by insitu or in laboratory tests. Finite element analysis were considered in two situations: first, before geophysical investigations and second considering the whole informational of data achieved. Both situations were analysed in static and pseudo-static conditions. The factor of safety before geophysical investigations is high enough to describe a stable state of stability even for the seismic load. The total displacement distributions were modified by the presence of internal erosional element giving a high state of instability, especially for the pseudo-static case. These analysis using the finite element method prove the importance of structural disturbance elements that may occure inside the dam body produced by internal erosional processes.
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1980-07-01
ANALYSES APPENDIX E - FIGURES APPENDIX F - GEOLOGY 1 v~i I LI PHASE I INSPECTION REPORT NATIONAL DAM INSPECTION PROGRAM LAKE JEAN DAM NDI# PA-00570...Red Rock, Pennsylvania, U.S.G.S. 7.5 minute topographic quadrangle (see Figure 1, Appendix E ). The coordinates of the dam are N41* 21.1’ and W76 0...3.1. e ). e . Ownership. Commonwealth of Pennsylvania Office of Resources Management Department of Environmental Resources P.O. Box 1467 Harrisburg
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1981-03-19
c&A.j cDAN MAYI 81981 (I D. PA-005 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
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Melis, Theodore S.; Walters, Carl; Korman, Josh
2015-01-01
With a focus on resources of the Colorado River ecosystem below Glen Canyon Dam, the Glen Canyon Dam Adaptive Management Program has included a variety of experimental policy tests, ranging from manipulation of water releases from the dam to removal of non-native fish within Grand Canyon National Park. None of these field-scale experiments has yet produced unambiguous results in terms of management prescriptions. But there has been adaptive learning, mostly from unanticipated or surprising resource responses relative to predictions from ecosystem modeling. Surprise learning opportunities may often be viewed with dismay by some stakeholders who might not be clear about the purpose of science and modeling in adaptive management. However, the experimental results from the Glen Canyon Dam program actually represent scientific successes in terms of revealing new opportunities for developing better river management policies. A new long-term experimental management planning process for Glen Canyon Dam operations, started in 2011 by the U.S. Department of the Interior, provides an opportunity to refocus management objectives, identify and evaluate key uncertainties about the influence of dam releases, and refine monitoring for learning over the next several decades. Adaptive learning since 1995 is critical input to this long-term planning effort. Embracing uncertainty and surprise outcomes revealed by monitoring and ecosystem modeling will likely continue the advancement of resource objectives below the dam, and may also promote efficient learning in other complex programs.
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76 FR 22613 - Privacy Act; Implementation
Federal Register 2010, 2011, 2012, 2013, 2014
2011-04-22
... system of records, DA&M 01, entitled, ``Civil Liberties Program Case Management System'' from subsections...) System identifier and name: DA&M 01, Civil Liberties Program Case Management System. (i) Exemptions...
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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...
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Code of Federal Regulations, 2010 CFR
2010-04-01
... 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... downstream tow of the dam to the lowest point on the crest of the dam. (d) Gross storage capacity means the...
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Study on the Influence of Elevation of Tailing Dam on Stability
NASA Astrophysics Data System (ADS)
Wan, Shuai; Wang, Kun; Kong, Songtao; Zhao, Runan; Lan, Ying; Zhang, Run
2017-12-01
This paper takes Yunnan as the object of a tailing, by theoretical analysis and numerical calculation method of the effect of seismic load effect of elevation on the stability of the tailing, to analyse the stability of two point driven safety factor and liquefaction area. The Bishop method is adopted to simplify the calculation of dynamic safety factor and liquefaction area analysis using comparison method of shear stress to analyse liquefaction, so we obtained the influence of elevation on the stability of the tailing. Under the earthquake, with the elevation increased, the safety coefficient of dam body decreases, shallow tailing are susceptible to liquefy. Liquefaction area mainly concentrated in the bank below the water surface, to improve the scientific basis for the design and safety management of the tailing.
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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
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Management plan for White Oak Dam. Revision 1
DOE Office of Scientific and Technical Information (OSTI.GOV)
Ahmed, S.B.
1997-03-01
The purpose is to provide operation and maintenance, periodic inspection, and emergency action plans for White Oak Dam in general accordance with the Federal Emergency Management Agency (FEMA) guidelines for dam safety. It must be understood that operations at the site are primarily for purposes of environmental monitoring, environmental protection and waste management operations control. Effluent is generally allowed to flow from the lake at its natural rate by rising above the broad crested weir notch elevation of 744 feet m.s.l.
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Nonlinear scaling of the Unit Hydrograph Peaking Factor for dam safety
NASA Astrophysics Data System (ADS)
Pradhan, N. R.; Loney, D.
2017-12-01
Existing U.S. Army Corps of Engineers (USACE) policy suggests unit hydrograph peaking factor (UHPF), the ratio of an observed and modeled event unit hydrograph peak, range between 1.25 and 1.50 to ensure dam safety. It is pertinent to investigate the impact of extreme flood events on the validity of this range through physically based rainfall-runoff models not available during the planning and design of most USACE dams. The UHPF range was analyzed by deploying the Gridded Surface Subsurface Hydrologic Analysis (GSSHA) model in the Goose Creek, VA, watershed to develop a UHPF relationship with excess rainfall across various return-period events. An effective rainfall factor (ERF) is introduced to validate existing UHPF guidance as well as provide a nonlinear UHPF scaling relation when effective rainfall does not match that of the UH design event.
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1980-07-01
age control and/or monitoring measures as needed. 2. Investigate the condition of the corrugated metal outlet pipe and make any necessary repairs. 3...BACKGROUND. USARMY ENGINEER DIV NEW ENGLAND BRISTOL RES. NO. 5 DAM Coll O .ENIER NATIONAL PROGRAM OF TR. TO POLAND R IVER WALTHAM ! ASCUE INSPECTION
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NASA Astrophysics Data System (ADS)
Mishra, Aanand Kumar; Singh, Ajay; Bahadur Singh, Akal
2018-06-01
High rise arc dams are widely used in the development of storage type hydropower project because of the economic advantage. Among different phases considered during the lifetime of dam, control of dam’s safety and performance becomes more concerned during the lifetime. This paper proposed the 3 – D finite element method (FEM) for stress and deformation analysis of double curvature arc dam considering the non – linearity of foundation rock following the Hoek – Brown Criterion. The proposed methodology is implemented through MATLAB scripting language and studied the double curvature arc dam proposed for Budhi Gandaki hydropower project. The stress developed in the foundation rock, compressive and tensile stress acting on the dam are investigated and analysed for the reservoir level variation. Deformation at the top of the dam and in the foundation rock is also investigated. In addition to that, stress and deformation variation in the foundation rock is analysed for various rock properties.
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Strengthening of certain types of arch dams at broad sites
DOE Office of Scientific and Technical Information (OSTI.GOV)
Kaganov, G. M.; Volkov, V. I.; Uchevatkin, A. A.
2012-01-15
The problem of strengthening defective and damaged arch dams is formulated, and methodical calculations are performed to substantiate a set of structural and production measures permitting substantial improvement in the stress-strain state and an increase in the safety factor of the structure. Feasibility of practical implementation of the results is foreseen.
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-06-14
... notice is provided in accordance with the Council on Environmental Quality's regulations (40 CFR parts... interconnected, fabric-lined, sand-filled HESCO containers in order to safely pass predicted worst-case..., but will not necessarily be limited to, the potential impacts on water quality, aquatic and...
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-02-05
... evaluation of the main dam's overall earthquake performance. 2. Remediation Alternatives. The draft EIS will address an array of remediation alternatives that are necessary to prevent loss of life, extensive... extent of the remediation alternatives will be determined based on the results of on- going geotechnical...
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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
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1981-05-01
CT 00476 IA V 7 4. TITLE (nd $ba#ile) S. TYPE OF REPORT a PERIOD COVERED Spectacle Swamp Dam INSPECTION REPORT NATIONAL PROGRAM FOR INSPECTION OF...PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELrihENT. PROJECT. TASK AREA & WORK UNIT NUMS1RS X 1I. CONTROLLING OFFICE NAME AND ADDRESS Ia ...SCNEDULE 16. DISTRIOUTION STATEMENT (1 tklReport) APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED 5 17. DISTRIOUTION STATEMENT (of IA * he r ieet
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Numerical Modeling of Sliding Stability of RCC dam
NASA Astrophysics Data System (ADS)
Mughieda, O.; Hazirbaba, K.; Bani-Hani, K.; Daoud, W.
2017-06-01
Stability and stress analyses are the most important elements that require rigorous consideration in design of a dam structure. Stability of dams against sliding is crucial due to the substantial horizontal load that requires sufficient and safe resistance to develop by mobilization of adequate shearing forces along the base of the dam foundation. In the current research, the static sliding stability of a roller-compacted-concrete (RCC) dam was modelled using finite element method to investigate the stability against sliding. A commercially available finite element software (SAP 2000) was used to analyze stresses in the body of the dam and foundation. A linear finite element static analysis was performed in which a linear plane strain isoperimetric four node elements was used for modelling the dam-foundation system. The analysis was carried out assuming that no slip will occur at the interface between the dam and the foundation. Usual static loading condition was applied for the static analysis. The greatest tension was found to develop in the rock adjacent to the toe of the upstream slope. The factor of safety against sliding along the entire base of the dam was found to be greater than 1 (FS>1), for static loading conditions.
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NASA Astrophysics Data System (ADS)
Kondolf, G. M.; Oreilly, C.
2010-12-01
Water-supply reservoirs in the actively eroding California Coast Ranges are vulnerable to sediment filling, thus creating obsolete impounding dams (Minear & Kondolf 2009). Once full of sediment, there is more impetus to remove dams for public safety and fish passage, but managing accumulated sediments becomes a dominant issue in dam removal planning. We analyzed the planning process and sediment management analyses for five dams, all of which have important ecological resources but whose dam removal options are constrained by potential impacts to downstream urban populations. Ringe Dam on Malibu Ck, Matilija Dam on the Ventura River, Searsville Dam on San Francisquito Ck, and Upper York Creek Dam on York Ck cut off important habitat for anadromous steelhead trout (Oncorhynchus mykiss). San Clemente Dam on the Carmel River has a working fish ladder, but only some of the migratory steelhead use it. By virtue of having filled with sediment, all five dams are at greater risk of seismic failure. San Clemente Dam is at greater risk because its foundation is on alluvium (not bedrock), and the poor-quality concrete in Matilija Dam is deteriorating from an akali-aggregate reaction. Simply removing the dams and allowing accumulated sediments to be transported downstream is not an option because all these rivers have extremely expensive houses along downstream banks and floodplains, so that allowing the downstream channel to aggrade with dam-dervied sediments could expose agencies to liability for future flood losses. Analyses of potential sediment transport have been based mostly on application of tractive force models, and have supported management responses ranging from in-situ stabilization (San Clemente and Matilija) to removal of stored sediment (York) to annual dredging to maintain capacity and prevent sediment passing over the dam (proposed for Searsville).
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1978-11-01
the - full PMF. The selected TF inflow of 16,000 cfs results in a discharge at the dam of 12,460 cfs . Since the maximum capacity .* of the dam prior...to overtopping is only approximately 640 cfs , the TF would overtop the dam by over 4 feet. The dam is in POOR condition at the present time, due...accompanied the hurricane of 1938 and resulted [- in the dam being overtopped by two feet. This lake level indicates a discharge of approximately 4500 cfs
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Guidelines for Calculating and Routing a Dam-Break Flood.
1977-01-01
flow, Teton Dam . 20. ABSTRACT (Continue an reverse aide If necessary and Identify by block number) This report described procedures necessary to calculate...and route a dam -break flood using an existing generalized unsteady open channel flow model. The recent Teton Dam event was reconstituted to test the...methodology may be obtained from The Hydrologic Engineering Center. The computer program was applied to the Teton Dam data set to demonstrate the level of
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-03-28
... & Marketing, Southeastern Power Administration, U.S. Department of Energy, 1166 Athens Tech Road, Elberton...,000 MWh of average annual energy to 25 preference entities that serve 210 preference customers in... customers while the Wolf Creek and Center Hill dam safety repairs are finalized. The Wolf Creek Dam work is...
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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.
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Socioeconomic and Institutional Dimensions of Dam Removals: The Wisconsin Experience
Born; Genskow; Filbert; Hernandez-Mora; Keefer; White
1998-05-01
/ There are tens of thousands of small dams in the United States; many of these aging structures are deteriorating. Governments and dam owners face decisions regarding repair or removal of these structures. Along with the many benefits society derives from dams and their impoundments, numerous recent ecological studies are revealing the extensive alteration and degradation of river ecosystems by dams. Dam removal-a principal restoration strategy-is an infrequent event. The major reasons for removal have been public safety and the high costs associated with repair; the goal of river ecosystem restoration now warrants greater attention. Substantial study is being given to the environmental aspects of dams and dam removals, but very little attention has been given to the socioeconomic and institutional dimensions associated with the removal of dams, although these factors play a significant role in the removal decision-making process. Based on a case study of dam removals in Wisconsin-where more than 30 of the state's 3600 small dams have been removed in the past few decades-legal, financial, and socioeconomic issues associated with dam removal are documented and assessed. Dam removal has been complex and contentious, with limited community-based support for removal and loss of the impounded waters. In cases examined here, the estimated costs of repairing a dam averaged more than three times the cost of removal. The availability of governmental financing has been a key determinant in removal decisions. Watershed-scale ecological considerations are not major factors for most local interests. As watershed management and restoration increasingly include dam removal options as part of an integrated strategy, more attention will need to be focused on socioeconomic factors and stakeholder perspectives-variables that strongly influence the viability of this management alternative.KEY WORDS: Dam removal; River restoration; Institutions; Stakeholders
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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
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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
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NASA Astrophysics Data System (ADS)
Goldgruber, Markus; Shahriari, Shervin; Zenz, Gerald
2015-11-01
To reduce the natural hazard risks—due to, e.g., earthquake excitation—seismic safety assessments are carried out. Especially under severe loading, due to maximum credible or the so-called safety evaluation earthquake, critical infrastructure, as these are high dams, must not fail. However, under high loading local failure might be allowed as long as the entire structure does not collapse. Hence, for a dam, the loss of sliding stability during a short time period might be acceptable if the cumulative displacements after an event are below an acceptable value. This performance is not only valid for gravity dams but also for rock blocks as sliding is even more imminent in zones with higher seismic activity. Sliding modes cannot only occur in the dam-foundation contact, but also in sliding planes formed due to geological conditions. This work compares the qualitative possible and critical displacements for two methods, the well-known Newmark's sliding block analysis and a Fluid-Foundation-Structure Interaction simulation with the finite elements method. The results comparison of the maximum displacements at the end of the seismic event of the two methods depicts that for high friction angles, they are fairly close. For low friction angles, the results are differing more. The conclusion is that the commonly used Newmark's sliding block analysis and the finite elements simulation are only comparable for high friction angles, where this factor dominates the behaviour of the structure. Worth to mention is that the proposed simulation methods are also applicable to dynamic rock wedge problems and not only to dams.
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Study on seepage characteristics of inclined wall dam after heavy drought
NASA Astrophysics Data System (ADS)
Wei, YE; Fuheng, MA
2018-05-01
For seepage of the dam slope with cracks after drought, there are two methods to study including the physical model test and numerical calculation. However, the physical model test can not visualize the seepage field in the dam body intuitively, and the mathematical model is not accurate because of the precision of the parameter. So in this paper, combined physical model with mathematical model, the surface crack development on the dam slope and the changes of pore water pressure were studied through the physical model test, and then numerical calculation was carried out to analyze the internal seepage of the dam body. The results showed that cracks were more likely to develop at middle of the upstream dam slope and dam heel, and cracks for different degrees appeared at different parts of the dam slope after drought. The development of cracks provided a preferential permeable channel which caused that the area near the crack was easily to become saturated. The saturated zone kept expanding leading the infiltration line to be close to the transition layer and the infiltration line was no longer a smooth curve. There were seepage damages and landslide hazards existing with such seepage characteristics, which would threaten the safety of the dam.
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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
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1980-03-01
faced earth embankment dam t~kt is about 17 ft. high and 350 ft. long. The dam is considered to be in fair conditlen. There are some areas of oencern...inspection at the site, the dam is considered to be in FAIR condition. However, there are some areas of concern which must be corrected to assure the long...environment of the structure. It is important to note that the condition of a dam depends on numerous and constantly changing internal and external
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Research Furthers Conservation of Grand Canyon Sandbars
Melis, Theodore S.; Topping, David J.; Rubin, David M.; Wright, Scott A.
2007-01-01
Grand Canyon National Park lies approximately 25 km (15 mi) down-river from Glen Canyon Dam, which was built on the Colorado River just south of the Arizona-Utah border in Glen Canyon National Recreation Area. Before the dam began to regulate the Colorado River in 1963, the river carried such large quantities of red sediment, for which the Southwest is famous, that the Spanish named the river the Rio Colorado, or 'red river'. Today, the Colorado River usually runs clear below Glen Canyon Dam because the dam nearly eliminates the main-channel sand supply. The daily and seasonal flows of the river were also altered by the dam. These changes have disrupted the sedimentary processes that create and maintain Grand Canyon sandbars. Throughout Grand Canyon, sandbars create habitat for native plants and animals, supply camping beaches for river runners and hikers, and provide sediment needed to protect archaeological resources from weathering and erosion. Maintenance of sandbars in the Colorado River ecosystem, the river corridor that stretches from the dam to the western boundary of Grand Canyon National Park, is a goal of the Glen Canyon Dam Adaptive Management Program. The program is a federally authorized initiative to ensure that the mandates of the Grand Canyon Protection Act of 1992 are met through advances in information and resource management. The U.S. Geological Survey's Grand Canyon Monitoring and Research Center has responsibility for scientific monitoring and research efforts for the program. Extensive research and monitoring during the past decade have resulted in the identification of possible alternatives for operating Glen Canyon Dam that hold new potential for the conservation of sand resources.
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Dam pre-release as an important operation strategy in reducing flood impact in Malaysia
NASA Astrophysics Data System (ADS)
Hidayah Ishak, Nurul; Mustafa Hashim, Ahmad
2018-03-01
The 2014 flood was reported to be one of the worst natural disaster has ever affected several states in the northern part of Peninsular Malaysia. Overwhelming rainfall was noted as one of the main factors causing such impact, which was claimed to be unprecedented to some extent. The state of Perak, which is blessed with four cascading dams had also experienced flood damage at a scale that was considered the worst in history. The rainfall received had caused the dam to reach danger level that necessitated additional discharge to be released. Safety of the dams was of great importance and such unavoidable additional discharge was allowed to avoid catastrophic failure of the dam structures. This paper discusses the dam pre-release as a significant dam management strategy in reducing flood impact. An important balance between required dam storage to be maintained and the risk element that can be afforded is the crucial factor in such enhanced operation strategy. While further possibility in developing a carefully engineered dam pre-release strategy can be explored for dam operation in Malaysia, this has already been introduced in some developed countries. Australia and South Africa are examples where pre-release has been practiced and proven to reduce flood risk. The concept involves controlling the dam lake level throughout the year, in reference to the rainfall data and the hydrological properties for the catchment area of the dams. Plentiful data analysis need to be done in contemplation of producing the optimal pre-release model. The amount of heavy rainfalls received is beyond human control but the distribution of the discharge from the dams can be further managed with the appropriate pre-release strategy.
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1981-09-01
the aam was inspected on October 17, 1963 by William P. Clark of the Tennessee Valley Authority. A written report and photos of this...region is characterized by series of alternate linear ridges and valleys extending in the southwest-northeast direction. The over- burden at the dam site...dozen homes are located along An earthei, dam impounding the six mile creek below the dam about 15 acres of water slowly in the Chota
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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
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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
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1979-03-01
approximately 824 acre-feet of water with the reservoir level at the top of the dam, which is approximately 23 feet above the bed of Pattaconk Brook. According...Pattaconk Brook, from 2 to 4 feet above the water level. Should the dam breach, there is potential for loss of life at this downstream development. e...under the jurisdiction of the Water Resources Commission as af State Park in 1959. f. Operator - None. g. Purpose of the Dam - Recreational; Part of
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1979-09-01
2% foot long earth embankment with a concrete core wall. The dam is in fair condition. The dam has been classified in the "small" size and in the...The dam at Shoe Pond is a 17 foot high, 250 foot long earth embankment with a concrete core wall. The dam, which was originally constructed in 190I...elevation (EL) 20.5. Discharge flows down a concrete -lined chute and into a lower pond. The difference in elevation between the ""’"_".-..o upper and
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1980-05-01
the structure. It is important to note that the condition of the dam depends on numerous and constantly changing internal and external factors which are...observations of condi- tions as they existed on the date of the field inspec- tion, the general condition of the Colonial Dam No. 1 is considered to be fair ...95.53)( 75.71)( 36.90)( 16.26) S3mARr OF DAM SAFlMT ANALYSIS PLAN I ............... INITIAL VALUE SPLILWAT CREZS TOP OP DAM E.EVATION 966.00 966.00
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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
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NASA Astrophysics Data System (ADS)
Austin, D. E.; Bulletts, K.; Bulletts, C.
2017-12-01
The traditional lands of the Southern Paiute people in the United States are bounded by more than 600 miles of the Colorado River from the Kaiparowits Plateau in the north to Blythe, California in the south. According to Southern Paiute traditional knowledge, Southern Paiutes were the first inhabitants of this region and are responsible for protecting and managing this land along with the water and all that is upon and within it. In 1963, the Bureau of Reclamation completed construction of Glen Canyon Dam on the Colorado River, and in 1972, the Glen Canyon National Recreation Area was established, encompassing Lake Mead above the Dam and a world class trout fishery on the Colorado River between the Dam and Lees Ferry. Below Lees Ferry on its way to Lake Mead and Hoover Dam, the Colorado River flows through Grand Canyon National Park and the Navajo and Hualapai reservations. U.S. federal law requires that Glen Canyon Dam be operated with minimal impact to the natural, recreational, and cultural resources of the region of the Colorado River that is potentially impacted by flows from the Dam. The Grand Canyon Protection Act and the Environmental Impact Statement (EIS) for the Operation of the Glen Canyon Dam established a program of long-term research and monitoring of the effects of the Dam on these resources. In 1991, three Southern Paiute tribes - the Kaibab Band of Paiute Indians, the Paiute Indian Tribe of Utah, and the San Juan Southern Paiute Tribe - agreed to participate in studies to identify cultural resources impacted by Glen Canyon Dam and to recommend strategies for their protection, In 1995, the EIS was completed and transition to the Adaptive Management Program (AMP) called for in the Grand Canyon Protection Act was begun. At that time, Southern Paiute activities expanded to include assessing potential environmental and cultural impacts of the dam, developing monitoring procedures, and interacting with scientists, other tribal representatives, and policymakers in the AMP. This presentation summarizes an analysis of two decades of Southern Paiute participation in the AMP, highlighting key interactions and learning experiences as well as ongoing challenges for Southern Paiute participants.
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1979-07-01
11. Surnary of Deficiencis Moted: Growth [Trims and Brush] on Ems-ankrnt Animal Burro’xs .nd iasnouts Damage to slopes or ton of dam_ Cracked or 0O...Brush] on Einbnkmnnt_________________ Animal Burmrc.s And Waeshouts_______________________ Ca-mag.2 to slos or ton of dam______________________...11. Suminaxy of Deficiencies Noted: ....... Growth (Trees & Brush) on Ebankment________________ Animal Burrows and Washouts
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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
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1978-10-01
GRA&I UnTucea B WILLIAMS POND DAM ~~1Z~ CT 00551 _ Distribution/ Availabilit Y Codes Avail and/or Dis~tj pecialS RIVER BASIN ~lIILEBANON, COXNNECTICUT...Inspection Report. Alternatives to these recommendations r 1 would include reducing the Williams Pond water levels during expected periods of intense storm...Materials Branch Engi’neering Division FRED J. VNS. Jr., Member Chief, De ’ggn Branch Engineering Division SAUL COOPER, -r Chief, Water Control Branch
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NASA Astrophysics Data System (ADS)
Chen, Yi-Feng; Hong, Jia-Min; Zheng, Hua-Kang; Li, Yi; Hu, Ran; Zhou, Chuang-Bing
2016-03-01
The Jinping-I double-curvature arch dam, located in the middle reach of Yalong River and with a maximum height of 305 m, is the world's highest dam of this type that has been completed. Since the second stage of reservoir impounding, after which the reservoir water level was gradually raised by about 232 m, a significant amount of leakage was observed from the drainage holes drilled in the lowest drainage tunnel at the left bank abutment at an elevation of 1595 m a.s.l. (above sea level), with an observed maximum pressure of about 0.3 MPa. A number of investigations, including water quality analysis, digital borehole imaging, tunnel geological mapping, and in situ groundwater monitoring, were performed to examine the source of leaking, the groundwater flow paths, and the performance of the grouting curtains. By defining two objective functions using the in situ time series measurements of flow rate and hydraulic head, respectively, a multiobjective inverse modeling procedure was proposed to evaluate the permeability of the foundation rocks that was underestimated in the design stage. This procedure takes advantage of the orthogonal design, finite element forward modeling of the transient groundwater flow, artificial neural network, and non-dominated sorting genetic algorithm, hence significantly reducing the computational cost and improving the reliability of the inversed results. The geological structures that lead to the leakage were identified and the seepage flow behaviors in the dam foundation and the left bank abutment were assessed. Based on the field measurements and the inverse modeling results, the effects of the engineering treatments of the leakage event on the dam safety were analyzed. It has been demonstrated that the seepage control system is effective in lowering the groundwater level and limiting the amount of seepage in the dam foundation, and the leakage event does not pose a threat to the safety of the dam.
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Griswold, Jim; Townsend, Richard L.; Skalski, John R.
Program RealTime provided monitoring and forecasting of the 2007 inseason outmigrations via the internet for 26 PIT-tagged stocks of wild ESU Chinook salmon and steelhead to Lower Granite and/or McNary dams, one PIT-tagged hatchery-reared ESU of sockeye salmon to Lower Granite Dam, one PIT-tagged wild stock of sockeye salmon to McNary Dam, and 20 passage-indexed runs-at-large, five each to Rock Island, McNary, John Day, and Bonneville dams. Nineteen stocks are of wild yearling Chinook salmon which were captured, PIT-tagged, and released at sites above Lower Granite Dam in 2007 and have at least one year's historical migration data previous tomore » the 2007 migration. These stocks originate in 19 tributaries of the Salmon, Grande Ronde and Clearwater Rivers, all tributaries to the Snake River, and are subsequently detected through tag identification and monitored at Lower Granite Dam. Seven wild PIT-tagged runs-at-large of Snake or Upper Columbia River ESU salmon and steelhead were monitored at McNary Dam. Three wild PIT-tagged runs-at-large were monitored at Lower Granite Dam, consisting of the yearling and subyearling Chinook salmon and the steelhead runs. The hatchery-reared PIT-tagged sockeye salmon stock from Redfish Lake was monitored outmigrating through Lower Granite Dam. Passage-indexed stocks (stocks monitored by FPC passage indices) included combined wild and hatchery runs-at-large of subyearling and yearling Chinook, coho, and sockeye salmon, and steelhead forecasted to Rock Island, McNary, John Day, and Bonneville dams.« less
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33 CFR 222.6 - National Program for Inspection of Non-Federal Dams.
Code of Federal Regulations, 2011 CFR
2011-07-01
... based upon the location of the dams relative to developed areas): (i) Dams which are in the high hazard... Appreciable (Notable agriculture, industry or structures). High Urban development with more than a small... constructed by the Soil Conservation Service of the U.S. Department of Agriculture; high hazard mine tailings...
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33 CFR 222.6 - National Program for Inspection of Non-Federal Dams.
Code of Federal Regulations, 2014 CFR
2014-07-01
... based upon the location of the dams relative to developed areas): (i) Dams which are in the high hazard... Appreciable (Notable agriculture, industry or structures). High Urban development with more than a small... constructed by the Soil Conservation Service of the U.S. Department of Agriculture; high hazard mine tailings...
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33 CFR 222.6 - National Program for Inspection of Non-Federal Dams.
Code of Federal Regulations, 2010 CFR
2010-07-01
... based upon the location of the dams relative to developed areas): (i) Dams which are in the high hazard... Appreciable (Notable agriculture, industry or structures). High Urban development with more than a small... constructed by the Soil Conservation Service of the U.S. Department of Agriculture; high hazard mine tailings...
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33 CFR 222.6 - National Program for Inspection of Non-Federal Dams.
Code of Federal Regulations, 2013 CFR
2013-07-01
... based upon the location of the dams relative to developed areas): (i) Dams which are in the high hazard... Appreciable (Notable agriculture, industry or structures). High Urban development with more than a small... constructed by the Soil Conservation Service of the U.S. Department of Agriculture; high hazard mine tailings...
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33 CFR 222.6 - National Program for Inspection of Non-Federal Dams.
Code of Federal Regulations, 2012 CFR
2012-07-01
... based upon the location of the dams relative to developed areas): (i) Dams which are in the high hazard... Appreciable (Notable agriculture, industry or structures). High Urban development with more than a small... constructed by the Soil Conservation Service of the U.S. Department of Agriculture; high hazard mine tailings...
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Code of Federal Regulations, 2013 CFR
2013-07-01
... Des Plaines River located between mile marker 286.0 (Brandon Road Lock and Dam) and mile marker 290.0... Sanitary and Ship Canal. All U.S. waters of the Chicago Sanitary and Ship Canal between mile marker 290.0... (Main Branch) and North Branch Chicago River). (4) Chicago River (Main Branch). All U.S. waters of the...
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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
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1978-12-01
Division to inspect and report on selected dams in the State of Connecticut. Authorization and notice to proceed were issued to Storch Engineers under a...operable however. c. Size Classification - The size classification of I the dam is intermediate. The storage (2,520 acre-feet) governs the...Landscape Architects Planners - Environental Consultants 13ATFRMN ?ARtK P*Nr3 DAm CAPAC MlY CUR~VE ELEV .DP/ R AvJQ ATkrp oi .V0i 30-70 31 F q * .7 CO
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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
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NASA Astrophysics Data System (ADS)
Roy, S. G.; Gold, A.; Uchida, E.; McGreavy, B.; Smith, S. M.; Wilson, K.; Blachly, B.; Newcomb, A.; Hart, D.; Gardner, K.
2017-12-01
Dam removal has become a cornerstone of environmental restoration practice in the United States. One outcome of dam removal that has received positive attention is restored access to historic habitat for sea-run fisheries, providing a crucial gain in ecosystem resilience. But dams also provide stakeholders with valuable services, and uncertain socio-ecological outcomes can arise if there is not careful consideration of the basin scale trade offs caused by dam removal. In addition to fisheries, dam removals can significantly affect landscape nutrient flux, municipal water storage, recreational use of lakes and rivers, property values, hydroelectricity generation, the cultural meaning of dams, and many other river-based ecosystem services. We use a production possibility frontiers approach to explore dam decision scenarios and opportunities for trading between ecosystem services that are positively or negatively affected by dam removal in New England. Scenarios that provide efficient trade off potentials are identified using a multiobjective genetic algorithm. Our results suggest that for many river systems, there is a significant potential to increase the value of fisheries and other ecosystem services with minimal dam removals, and further increases are possible by including decisions related to dam operations and physical modifications. Run-of-river dams located near the head of tide are often found to be optimal for removal due to low hydroelectric capacity and high impact on fisheries. Conversely, dams with large impoundments near a river's headwaters can be less optimal for dam removal because their value as nitrogen sinks often outweighs the potential value for fisheries. Hydropower capacity is negatively impacted by dam removal but there are opportunities to meet or exceed lost capacity by upgrading preserved hydropower dams. Improving fish passage facilities for dams that are critical for safety or water storage can also reduce impacts on fisheries. Our method is helpful for identifying efficient decision scenarios, but finding the optimal decision requires a deep and mutual understanding of stakeholder preferences. We outline how to interpret these preferences, identify overlaps with the efficient decision scenarios, and estimate the monetary budget required to act on these decisions.
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1978-08-01
ATTENTION OF: NEDED-~EAR1817*V Honorable Hugh J. Gallen ... Governor of the State of New Hampshire , State House Concord, New Hampshire 03301 Dear...8217.. . , , .. .. , .. . . . - :o , ... . ?....* -. , _ _ :, . ,,. ., Q ,; ,-. t,’. ,. NEDED-E Honorable Hugh J. Gallen It is recommended that within twelve...7.5 ft. diameter penstock runs downstream from the dam a distance of 1.3 miles to the Jackman Hydroelectric ..* *. Station. The dam is owned by the
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Griswold, Jim
Program RealTime provided monitoring and forecasting of the 2006 inseason outmigrations via the internet for 32 PIT-tagged stocks of wild ESU chinook salmon and steelhead to Lower Granite and/or McNary dams, one PIT-tagged hatchery-reared ESU of sockeye salmon to Lower Granite Dam, and 20 passage-indexed runs-at-large, five each to Rock Island, McNary, John Day, and Bonneville Dams. Twenty-four stocks are of wild yearling chinook salmon which were captured, PIT-tagged, and released at sites above Lower Granite Dam in 2006, and have at least one year's historical migration data previous to the 2006 migration. These stocks originate in drainages of themore » Salmon, Grande Ronde and Clearwater Rivers, all tributaries to the Snake River, and are subsequently detected through the tag identification and monitored at Lower Granite Dam. In addition, seven wild PIT-tagged runs-at-large of Snake or Upper Columbia River ESU salmon and steelhead were monitored at McNary Dam. Three wild PIT-tagged runs-at-large were monitored at Lower Granite Dam, consisting of the yearling and subyearling chinook salmon and the steelhead trout runs. The hatchery-reared PIT-tagged sockeye salmon stock from Redfish Lake was monitored outmigrating through Lower Granite Dam. Passage-indexed stocks (stocks monitored by FPC passage indices) included combined wild and hatchery runs-at-large of subyearling and yearling chinook, coho, and sockeye salmon, and steelhead trout forecasted to Rock Island, McNary, John Day, and Bonneville Dams.« less
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The Glen Canyon Dam adaptive management program: progress and immediate challenges
Hamill, John F.; Melis, Theodore S.; Boon, Philip J.; Raven, Paul J.
2012-01-01
Adaptive management emerged as an important resource management strategy for major river systems in the United States (US) in the early 1990s. The Glen Canyon Dam Adaptive Management Program (‘the Program’) was formally established in 1997 to fulfill a statutory requirement in the 1992 Grand Canyon Protection Act (GCPA). The GCPA aimed to improve natural resource conditions in the Colorado River corridor in the Glen Canyon National Recreation Area and Grand Canyon National Park, Arizona that were affected by the Glen Canyon dam. The Program achieves this by using science and a variety of stakeholder perspectives to inform decisions about dam operations. Since the Program started the ecosystem is now much better understood and several biological and physical improvements have been achieved. These improvements include: (i) an estimated 50% increase in the adult population of endangered humpback chub (Gila cypha) between 2001 and 2008, following previous decline; (ii) a 90% decrease in non-native rainbow trout (Oncorhynchus mykiss), which are known to compete with and prey on native fish, as a result of removal experiments; and (iii) the widespread reappearance of sandbars in response to an experimental high-flow release of dam water in March 2008.Although substantial progress has been made, the Program faces several immediate challenges. These include: (i) defining specific, measurable objectives and desired future conditions for important natural, cultural and recreational attributes to inform science and management decisions; (ii) implementing structural and operational changes to improve collaboration among stakeholders; (iii) establishing a long-term experimental programme and management plan; and (iv) securing long-term funding for monitoring programmes to assess ecosystem and other responses to management actions. Addressing these challenges and building on recent progress will require strong and consistent leadership from the US Department of the Interior officials who guide the Program.
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Porter, Russell G.; Winther, Eric C.; Fox, Lyle G.
2003-03-01
This report presents results for year eleven in a basin-wide program to harvest northern pikeminnow (Ptychocheilus oregonensis). This program was started in an effort to reduce predation by northern pikeminnow on juvenile salmonids during their emigration from natal streams to the ocean. Earlier work in the Columbia River Basin suggested predation by northern pikeminnow on juvenile salmonids might account for most of the 10-20% mortality juvenile salmonids experience in each of eight Columbia River and Snake River reservoirs. Modeling simulations based on work in John Day Reservoir from 1982 through 1988 indicated that, if predator-size northern pikeminnow were exploited atmore » a 10-20% rate, the resulting restructuring of their population could reduce their predation on juvenile salmonids by 50%. To test this hypothesis, we implemented a sport-reward angling fishery and a commercial longline fishery in the John Day Pool in 1990. We also conducted an angling fishery in areas inaccessible to the public at four dams on the mainstem Columbia River and at Ice Harbor Dam on the Snake River. Based on the success of these limited efforts, we implemented three test fisheries on a system-wide scale in 1991--a tribal longline fishery above Bonneville Dam, a sport-reward fishery, and a dam-angling fishery. Low catch of target fish and high cost of implementation resulted in discontinuation of the tribal longline fishery. However, the sport-reward and dam-angling fisheries were continued in 1992 and 1993. In 1992, we investigated the feasibility of implementing a commercial longline fishery in the Columbia River below Bonneville Dam and found that implementation of this fishery was also infeasible.« less
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Results of Microbiologic Investigations of Water-Development Works
DOE Office of Scientific and Technical Information (OSTI.GOV)
Durcheva, V. N., E-mail: durchevavn@vniig.ru; Izmailova, R. A., E-mail: izmailovara@vniig.ru; Legina, E. E., E-mail: leginaee@vniig.ru
2015-03-15
Results are presented for multiyear field investigations of the effect of microbe colonies on components of water-development works. Concrete, metal, and geologic rocks were studied as component parts of the bed of concrete dams functioning in various climatic zones. The participation of lithotrophic bacteria in processes involving corrosion failure of the metal, concrete, and rock beds of dams is established, and causes of intensification of microbe activity are exposed. The need for monitoring the composition and number of microorganisms-biodestructors is substantiated in the water of a reservoir and observation wells, as well as on the surfaces of structural components ofmore » water-development works for monitoring of the safety of the concrete dams.« less
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Dahl, G E; Tao, S; Laporta, J
2017-12-01
Anticipated increases in the world population to 9 billion people will lead to increased demand for food. Dairy products represent one of the most sustainable animal sources of food protein because ruminants can utilize byproduct and forage feeds unsuitable for human consumption. Continued improvements in productivity will depend on deeper understanding of the biology of lactation, including developmental programming of tissues critical to that process. Although prenatal programming of postnatal phenotype is well documented for growth, behavior, and disease, there may also be instances of "programming" that last for a specific physiological stage (e.g., lactation). We distinguish between these 2 terms by the use of developmental programming to describe a permanent effect, whereas the more general term is used to describe nonpermanent impacts on the mammary gland. Despite this complexity, here we review the evidence that exposure to elevated temperature and humidity during late gestation can program reduced yields in the subsequent lactation, largely through effects at the mammary gland. Furthermore, we provide emerging evidence that adult capacity for milk synthesis can be programmed in the calf that dam is carrying by events during fetal life occurring 2 yr before. Specifically, calves born to dams that are heat stressed for the final 6 wk of gestation produce 19% less milk in lactation relative to calves from dams provided with evaporative cooling. Importantly, the increased milk yield in animals derived from dams under evaporative cooling occurred without a greater decline in BW that accompanies negative energy balance during early lactation. Therefore, the increase in milk production suggests an increase in the efficiency of conversion of feed to milk. These data indicate that a brief period of heat stress late in development reduces the physiological efficiency of the cow in a coordinated manner to result in a substantial decline in productivity. It is likely that this programming effect would be observed across genetic lines and result in poor sustainability of milk production. Milk will continue to be an important source of high-quality, human-edible food and technologies that improve the efficiency of production will be critical to enhance sustainability. These data provide compelling support for the concept that programming impacts on the dam and the developing fetus will play a role in optimizing the efficiency of production.
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NASA Astrophysics Data System (ADS)
Meng, Rui; Cheong, Kang Hao; Bao, Wei; Wong, Kelvin Kian Loong; Wang, Lu; Xie, Neng-gang
2018-06-01
This article attempts to evaluate the safety and economic performance of an arch dam under the action of static loads. The geometric description of a crown cantilever section and the horizontal arch ring is presented. A three-objective optimization model of arch dam shape is established based on the arch dam volume, maximum principal tensile stress and total strain energy. The evolutionary game method is then applied to obtain the optimal solution. In the evolutionary game technique, a novel and more efficient exploration method of the game players' strategy space, named the 'sorting partition method under the threshold limit', is presented, with the game profit functions constructed according to both competitive and cooperative behaviour. By way of example, three optimization goals have all shown improvements over the initial solutions. In particular, the evolutionary game method has potentially faster convergence. This demonstrates the preliminary proof of principle of the evolutionary game method.
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Use of Sentinel-1 SAR data to monitor Mosul dam vulnerability
NASA Astrophysics Data System (ADS)
Riccardi, Paolo; Tessari, Giulia; Lecci, Daniele; Floris, Mario; Pasquali, Paolo
2017-04-01
The structural monitoring of dams is an important practice to guarantee their safety. Moreover, the water reservoir and the efficient operation and safety of surrounding areas need to be monitored. Considering the importance of large dams as multipurpose infrastructure for flood control, energy production, water supply and irrigation, ensuring their longevity is a key aspect on their management. Therefore, it is of great importance to detect dam deterioration potentially resulting in its shutdown or failure, preventing life and economic losses. Traditional dam monitoring requires the identification of soil movements, tilt, displacements, structural stress and strain behaviour. Since the '90, innovative remote sensing techniques based on satellite Synthetic Aperture Radar (SAR) data were developed to detect and monitor surface displacements. The main advantages of SAR data are the non-invasiveness of their acquisition, the possibility to cover large areas in a short time and the advancement. Moreover, the availability of SAR satellite acquisitions from the 1990s enables to reconstruct the historical evolution of dam behaviour. Furthermore, the use of SAR Interferometry (InSAR) techniques, Differential InSAR (DInSAR) and Advanced stacking techniques (A-DInSAR), produce accurate velocity maps and displacement time-series. The importance of these techniques emerges when environmental or logistic conditions do not allow to monitor dams applying the traditional geodetic techniques. An iconic case demonstrating the relevance of remote sensing observations is the Mosul Dam, the largest Iraqi dam, where monitoring and maintaining are impeded for political controversy, thus the risk for the population is very high. It is considered one of the most dangerous dams in the world because of the erosion of the gypsum rock at the basement and the difficult interventions due to security issues. It consists of 113 m tall and 3.4 km long earth-fill embankment-type, with a clay core. It was completed in 1984 and started generating power on 1986. Since then, frequent consolidation works have been carried out pumping cement mixtures into the soil foundation to keep it stable and prevent it from sinking and then breaking apart. To overcome the impossibility of directly monitoring the structure, analysis of recent deformation affecting the Mosul dam is achieved considering C-band Sentinel-1 SAR data, acquired from the end of 2014 to the present. These 20-m ground resolution data can provide a millimetric precision on displacements. Furthermore, ESA archive available SAR data (ERS and Envisat) are considered to reconstruct the temporal evolution of the deformations. In this work, different stacks of data are processed applying SBAS and PS A-DInSAR techniques; deformation fields obtained from SAR data are evaluated to assess the temporal evolution of the strains affecting the structure. Obtained results represent the preliminary stage of a multidisciplinary project, finalised to assess possible damages affecting a dam through remote sensing and civil engineering surveys.
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1981-01-01
IUNCLASSIFIED F/G 13/3 NL mEE~hhhhlEom *~132 111a1112L jji1.25 1111 4 JJ . MICROCOPY RESOLUTION TEST CHART NATIONAL BREAU Of STANDRDS-Iq 6 3 A r$ e ...PHOTOGRAPH THIS SHEET LEVEL INVENTORY z * z,-~ r 0 ",-Al e5 7,/ 7e ,R,, I-o e ol istrib uni_;a L,,;: DISTRIBUTION STATEMENT ACCESSION FOR NTIS GRA&i...PROGRAM FOR INSPECTION OF NON-FEDERAL 6 PERFORMINOORG. REPORT NUMBER DAMS 7. AUTHOR( e ) 0. CONTRACT OR GRANT NUMBER(&) U.S. ARMY CORPS OF ENGINEERS NEW
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2016-07-01
Common Risk Model for Dams ( CRM -D) Methodology,” for the Director, Cost Assessment and Program Evaluation, Office of Secretary of Defense and the...for Dams ( CRM -D), developed by the U.S. Army Corps of Engineers (USACE) in collaboration with the Institute for Defense Analyses (IDA) and the U.S...and cyber security risks across a portfolio of dams, and informing decisions on how to mitigate those risks. The CRM -D can effectively quantify the
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1980-08-01
Phase I Investigation; however, the investigation is intended to identify any need for such studies . In reviewing this report, it should be realized that...need for more detailed hydrologic and hydraulic studies , considering the size of the dam, its general condition and the downstream damage potential. The...and/or further study . 1-1 I 1.2 DESCRIPTION OF PROJECT a. Location - The dam is located on Hunt’s Brook in a rural area of the Town of Waterford
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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
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1980-08-01
dam. . 2.2 Construction Data. No record of original construction is avail- ’.. able for this dam. A general location plan prepared by Reino E. low Hyypa...and S"’: overuse. The slopes of the shoreline are flat and generally well covered with grass and vegetation to preclude sloughing Pp. and shoreline...roadways. It is estimated that the water depths would average 9.8 feet and that velocities of flow could cause erosion, stripping of vegetation and
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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
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1979-01-01
leaking. There is some excessive growth on the crest of the dam, on the masonry downstream face and in the downstream channel . The outlet pipe is of...measures: (1) eliminate and control growth on the dam and in the downstream channel ; (2) moni- tor leaks on a monthly basis; (3) level the tops of the...the downstream abutment, which is generally exposed bedrock. No excessive scour was noticed along this slope. The downstream channel is rather heavily
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1979-12-01
at embedded steel items 7 Spalling Minor spalling of surface ’+ deep exposi gcoarse aggregate of weir and dcwnstream f ce. Any Visible Reinforcing...1937, the above dam was inspected by me on _L LEO acomprie _ NOTES ON PHYSICAL CONDITI IT Ab ut mcnt s
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Design of Installing Check Dam Using RAMMS Model in Seorak National Park of South Korea
NASA Astrophysics Data System (ADS)
Jun, K.; Tak, W.; JUN, B. H.; Lee, H. J.; KIM, S. D.
2016-12-01
Design of Installing Check Dam Using RAMMS Model in Seorak National Park of South Korea Kye-Won Jun*, Won-Jun Tak*, Byong-Hee Jun**, Ho-Jin Lee***, Soung-Doug Kim* *Graduate School of Disaster Prevention, Kangwon National University, 346 Joogang-ro, Samcheok-si, Gangwon-do, Korea **School of Fire and Disaster Protection, Kangwon National University, 346 Joogang-ro, Samcheok-si, Gangwon-do, Korea ***School of Civil Engineering, Chungbuk National University, 1 Chungdae-ro, Seowon-gu, Cheongju, Korea Abstract As more than 64% of the land in South Korea is mountainous area, so many regions in South Korea are exposed to the danger of landslide and debris flow. So it is important to understand the behavior of debris flow in mountainous terrains, the various methods and models are being presented and developed based on the mathematical concept. The purpose of this study is to investigate the regions that experienced the debris flow due to typhoon called Ewiniar and to perform numerical modeling to design and layout of the Check dam for reducing the damage by the debris flow. For the performance of numerical modeling, on-site measurement of the research area was conducted including: topographic investigation, research on bridges in the downstream, and precision LiDAR 3D scanning for composed basic data of numerical modeling. The numerical simulation of this study was performed using RAMMS (Rapid Mass Movements Simulation) model for the analysis of the debris flow. This model applied to the conditions of the Check dam which was installed in the upstream, midstream, and downstream. Considering the reduction effect of debris flow, the expansion of debris flow, and the influence on the bridges in the downstream, proper location of the Check dam was designated. The result of present numerical model showed that when the Check dam was installed in the downstream section, 50 m above the bridge, the reduction effect of the debris flow was higher compared to when the Check dam were installed in other sections. Key words: Debris flow, LiDAR, Check dam, RAMMSAcknowledgementsThis research was supported by a grant [MPSS-NH-2014-74] through the Disaster and Safety Management Institute funded by Ministry of Public Safety and Security of Korean government
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NASA Astrophysics Data System (ADS)
Kang, S.; Lim, S. K.; Oldenburg, D.
2016-12-01
Fluid flow in an underground porous medium pulls positive ions in the direction of flow and results in a streaming current. This movement of ions in the direction of flow creates a charge imbalance in the system which, in turn, causes conduction currents to flow in the opposite Although, the streaming current only flows in the saturated pores, the conduction currents will flow in the entire medium. The electrical potentials due to the fluid flow can be measured in the same manner as those in a direct current survey. This method is often called the self-potential (SP) method. A number of applications using the SP technique have been investigated including earthquake prediction, the vadose zone flow, locating sinkholes, mineral deposits and volcanic chambers. In this study, we particularly focus on the monitoring of seepage flow through earth dams. Earth dams are usually made of permeable materials and are designed to allow limited amounts of seepage flow from the reservoir. Due to seepage forces, the fine grains in the core can be washed out, and this internal erosion is one the most prevalent failure modes in earth dams. Therefore, identifying and monitoring the region of preferential seepage flow is a key for dam safety assessment. Usually, an earth dam is composed of fine-grained core and coarse-grained cover, which have different hydraulic conductivities. The distribution of hydraulic head, water saturation and fluid flow is found by solving hydrogeologic equations with applied boundary conditions. When a seepage path is induced due to internal erosion, the hydrological properties will be changed and this results in additional fluid flow. This is an additional source of SP signal. Understanding the impact of different sources of the SP signals is thus a crucial factor towards effective use of the SP technique for safety assessment at earth dams. Modelling SP signals requires two essential simulation capabilities: a) computing fluid flow in porous medium and b) solving steady-state Maxwell's equations. Since they are coupled having both systems in a single framework will be beneficial. This also allows the fundamentals of SP signals to be explored. By using an open-source modular framework, SimPEG, we develop an SP simulation package and demonstrate its effective use for understanding SP signals with an earth dam setup.
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1981-03-01
DAMS PALMER BROOK DAM LOCATION MAP 2010 OpO 9 1Q00 20-0 AND DRAINAGE AREA DRAWN ICHECKED APPROVED SCALE AS SHOWN SCALE IN FEET L L R D B W F J. K. DATE...BROOK DAM EXHIBIT C-2-DIKE GUIDE TO PHOTOGRAPHS DRAWN iCHECKED JAPPOVED ,SCALE: 1.1K 5F0FT. L.L.R. D.B.W. F. J.K. JDATE: 2/8I PAGE C-2 ,it PRODUJCED A...ooo opo2000FLOOD IMPACT AREA P SALEIN EETDRAWN ICHECKED IAPPROVED ISCALE AS SHOWN SCALE__________IN______________ L. L. R. D. B. W. IF J. K. JDATE 2
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Upper York Creek Dam Removal, Fish Passage, and Ecosystem Restoration
Information about the Upper York Creek Dam Removal, Fish Passage, and Ecosystem Restoration part of an EPA competitive grant program to improve SF Bay water quality focused on restoring impaired waters and enhancing aquatic resources.
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78 FR 61345 - Privacy Act of 1974; System of Records
Federal Register 2010, 2011, 2012, 2013, 2014
2013-10-03
... Records. SUMMARY: The Office of the Secretary of Defense proposes to alter a system of records, DA&M 01... Register Liaison Officer, Department of Defense. DA&M 01 System name: Civil Liberties Program Case...
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NASA Astrophysics Data System (ADS)
Lin, Huan-Chun; Chen, Su-Chin; Tsai, Chen-Chen
2014-05-01
The contents of engineering design should indeed contain both science and art fields. However, the art aspect is too less discussed to cause an inharmonic impact with natural surroundings, and so are check dams. This study would like to seek more opportunities of check dams' harmony with nearby circumstances. According to literatures review of philosophy and cognition science fields, we suggest a thinking process of three phases to do check dams design work for reference. The first phase, conceptualization, is to list critical problems, such as the characteristics of erosion or deposition, and translate them into some goal situations. The second phase, transformation, is to use cognition methods such as analogy, association and metaphors to shape an image and prototypes. The third phase, formation, is to decide the details of the construction, such as stable safety analysis of shapes or materials. According to the previous descriptions, Taiwan's technological codes or papers about check dam design mostly emphasize the first and third phases, still quite a few lacks of the second phase. We emphases designers shouldn't ignore any phase of the framework especially the second one, or they may miss some chances to find more suitable solutions. Otherwise, this conceptual framework is simple to apply and we suppose it's a useful tool to design a more harmonic check dam with nearby natural landscape. Key Words: check dams, design thinking process, conceptualization, transformation, formation.
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Application of resistivity monitoring to evaluate cement grouting effect in earth filled dam
DOE Office of Scientific and Technical Information (OSTI.GOV)
Kim, Jin-Mo; Yoon, Wang-Jung
In this paper, we applied electrical resistivity monitoring method to evaluate the cement grouting effect. There are a lot of ways to evaluate cement grouting effect. In order to do this evaluation in a great safety, high efficiency, and lower cost, resistivity monitoring is found to be the most appropriate technique. In this paper we have selected a dam site from Korea to acquire resistivity monitoring data and compare the results of inversion to estimate the cement grouting effect.
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Products Liability and Tort Risk Distribution in Government Contract Programs
1978-09-30
IndemnityStatutes . . . . . . . . . . . . . . . . . . . . .126 E. Swine Flu Immunization Act. . . . . . . . . . . . .126 F. Teton Dam Act...handle 311 discovery and other preliminary matters. Litigation under the Swine Flu Act can be expected to continue for a number of years. F. Teton Dam ...Act On June 5, 1976, the Teton Dam collapsed in Idaho, killing 11 persons, injuring more than 100 -others and causing property 312 damage in excess of
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ORNL Trusted Corridors Project: Watts Bar Dam Inland Waterway Project
DOE Office of Scientific and Technical Information (OSTI.GOV)
Walker, Randy M; Gross, Ian G; Smith, Cyrus M
2011-11-01
Radiation has existed everywhere in the environment since the Earth's formation - in rocks, soil, water, and plants. The mining and processing of naturally occurring radioactive materials for use in medicine, power generation, consumer products, and industry inevitably generate emissions and waste. Radiological measuring devices have been used by industry for years to measure for radiation in undesired locations or simply identify radioactive materials. Since the terrorist attacks on the United States on 9-11-01 these radiation measuring devices have proliferated in many places in our nation's commerce system. DOE, TVA, the Army Corps and ORNL collaborated to test the usefulnessmore » of these devices in our nation's waterway system on this project. The purpose of the Watts Bar Dam ORNL Trusted Corridors project was to investigate the security, safety and enforcement needs of local, state and federal government entities for state-of-the-art sensor monitoring in regards to illegal cargo including utilization of the existing infrastructure. TVA's inland waterways lock system is a recognized and accepted infrastructure by the commercial carrier industry. Safety Monitoring activities included tow boat operators, commercial barges and vessels, recreational watercraft and their cargo, identification of unsafe vessels and carriers, and, monitoring of domestic and foreign commercial vessels and cargo identification. Safety Enforcement activities included cargo safety, tracking, identification of hazardous materials, waterway safety regulations, and hazardous materials regulations. Homeland Security and Law Enforcement Applications included Radiological Dispersive Devices (RDD) identification, identification of unsafe or illicit transport of hazardous materials including chemicals and radiological materials, and screening for shipments of illicit drugs. In the Fall of 2005 the SensorNet funding for the project expired. After several unsuccessful attempts to find a Federal sponsor to continue with the project, the Watts Bar Dam Project was canceled and the Exploranium radiation monitors were removed from the doors of Watts Bar Dam in early 2006. The DHS Domestic Nuclear Detection Office decided to proceed with a Pilot building on the ORNL work performed at the TN and SC weigh stations in the highway sector of the Trusted Corridors project and eventually expanded it to other southern states under the name of Southeastern Corridor Pilot Project (SETCP). Many of the Phase I goals were achieved however real-world test data of private watercraft and barges was never obtained.« less
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1980-12-01
INSPECTION PHASE I INSPECTION REPORT Identification No.: NH 00292 NHWRB No.: 150.05 Name of Dam: Gaffs Falls Dam Town: Manchester County and State...CRETE 48. 64 EARTH a MAS)NRY DEBFIS SECTION A-A: GOLD ,G 701106" CIATFSINC US ARMY ENGINEER DIV NE* ENGL AND *iOTCHNCAt GONYDOLOGICAt -014,ULtAN’S CORPS...Form VCC. I 17/30/37 "" TEE STATE OF NW HAMPSHIE County of e.,ss, /-- --- 19_ PETITION1 FOR APPROVAL MP THE
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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
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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
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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
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1979-07-01
General 5-1 b. Design Data 5-1 c. Experience Data 5-1 d. Visual Observation 5-1 e. Overtopping Potential 5-1 f. Dam Failure Analysis 5-2 6. STRUCTURAL...the Soil Conservation Service, Durham, New Hampshire. The construction * contractor was Robie Construction Company , Inc. i. Normal Operating...INVENTORY OF DAMS P 0O - ... - SECTION 5 HYDROLOGY AND HYDRAULIC ANALYSIS • 5.1 Evaluation of Features a. General. Baker Dam Site 11 is an earthen
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Bellendir, E. N.; Gordon, L. A., E-mail: lev-gordon@mail.ru; Khrapkov, A. A.
Current studies of the stress-strain state of the dam at the Sayano-Shushenskaya Hydroelectric Power Plant at VNIIG based on mathematical modeling including full scale and experimental data are described. Applications and programs intended for automatic operational evaluation of the stress-strain state of the dam for optimizing control of the upper race level in the course of the annual filling-drawdown cycle and during seismic events are examined. Improvements in systems for monitoring the stress-strain state of concrete dams are proposed.
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Effect of prenatal programming on heifer development.
Funston, Richard N; Summers, Adam F
2013-11-01
In beef cattle, the main factors influencing nutrient partitioning between the dam and fetus include age of the dam, number of fetuses, production demand, and environmental stress. These factors play a critical role in programming the fetus for its future environment and available resources. Fetal programming reportedly affects neonatal mortality and morbidity, postnatal growth rate, body composition, health, and reproduction. Two main mechanisms responsible for fetal programming include DNA methylation and histone modifications. Alterations in the genome can be passed through multiple generations. Maternal environment (nutrition, age, physiologic status) can program progeny heifer growth and reproductive performance. Copyright © 2013 Elsevier Inc. All rights reserved.
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Rep. Maloney, Sean Patrick [D-NY-18
2013-04-11
House - 04/12/2013 Referred to the Subcommittee on Economic Development, Public Buildings and Emergency Management. (All Actions) Tracker: This bill has the status IntroducedHere are the steps for Status of Legislation:
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1979-02-01
to a gra- vel access drive. There are two wood-framed gate structures at the crest of the dam. The intake gate house is on the upstream edge of the...Reservoirs. Nov,. 19 *ILI Inspected by L..Q..: aden . .. Date JuI7~ 3.7,12bDamn No.-3- 1.6 Town ...... LLuy... . ... : ......... Location. , ) j ~.. 3lier
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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
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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
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1980-08-01
detected. Phase I inspections are not intended to provide detailed hydrologic and hydraulic analyses. In accordance with the esta- blished Guidelines, the...the need for more detailed hydrologic and hydraulic studies, considering the size of the dam, its general condition and the downstream damage...SECTION 5: EVALUATION OF HYDRAULIC /HYDROLOGIC FEATURES U 5.1 General........................................ 5-1 5.2 Design Data
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NASA Astrophysics Data System (ADS)
Ferdousi, A.
2017-06-01
The present study set out to investigate the nonlinear seismic response of the dam-reservoir-rock foundation system, taking into consideration the effects of change in the material properties of discontinuous foundation. To this end, it is important to provide the proper modeling of truncated boundary conditions at the far-end of rock foundation and reservoir fluid domain and to correctly apply the in situ stresses for rock foundation. The nonlinear seismic response of an arch dam mainly depends on the opening and sliding of the dam body's contraction joints and foundation discontinuities, failure of the jointed rock and concrete materials, etc. In this paper, a time domain dynamic analysis of the 3D dam-reservoir-foundation interaction problem was performed by developing a nonlinear Finite Element program. The results of the analysis of Karun-4 Dam revealed the essential role of modeling discontinuities and boundary conditions of rock foundation under seismic excitation.
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1987-06-01
Debris diversion boom and debris, Appalachian Power Company Station at Winfield Lock and Dam, Kanavha River, West Virginia. Than, T 9 (sin a) - 1.94...control dam. Central gate Is blocked partly open causing .ime downstream scour. Water flows right to left. BOTTOM-Debris diversion boom and debris... Appalachian Power Company Station at Winfield Lock and Dam, Kanawha River, West Virginia. - 0 .’ Unclass ified SECURITY CLASSIFICATION OF THIS PAGE for- 40
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1978-10-01
24 in. dia. pipe, which turns 90° about 100 ft. from the toe, where a valve controls discharges through an 18 in. dia. pipe into a small pond on Hart...tower to a chamber about 100 ft. beyond the downstream toe of the dam where a control valve is housed. Two 18 in. dia. pipes are carried under the...dam and then join into one 24 in. dia. pipe continuing to the valve chamber. The outlet pipe turns 90 degrees at the chamber and reduces to 18 in
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1980-01-01
Lake bal; 1.fs iv . 2 EVAI 17,,6 !1 ’,!L1i c valu t (it 1t -l t WIh lit S is fair .* ii I ’ t.it t lbankmitt ,hiouild r,-move,i .ini -- ’ co ’rIt e...note that f a dam depends on numerous and constantly changing internal and external conditions, and is evolutionary in nature. It would be incorrect to...structures appear to be in fair condition. In accordance with the Corps of Engineer’s evaluation guidelines, the size classification of this dam is
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1980-02-01
MASS. 01373 o BURLINGTON O MONTPELIER SUGAR HIL o BENNINGTON 0 STATE OF VERMONT APPROX. SCALE IN MILES 25 SUGAR HILL DAM LOCATION MAP GORDON E...Resources Data For New Hampshire and Vermont - Water Year 1977", USGS Water-Data Report NH-VT-77-1, U.S. Geologi - 0 cal Survey, Boston, Ma., 1978...147.1 ItITIO01 OF I NOV 65 IS OBSOLIETE RIC HELIEU RIVER BASIN TO WN OF GOSHEN ADDISON COUNTY, VERMONT 0 S UGAR HILL DAM VT 00176 PHASE I INSPECTION
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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
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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
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1980-02-01
00W> 0 a*a) 9C ’~ 1 )0 MV U) CO 4 0 2, ) P4 w 4) aj 41 0 qVa 0-q40 0.4)r- ( 0 Do44 4-4 nu 00 rA ~UW 4 4 % 1 -2-i I4j V 0 > C V -4 (a 0) 41 Z -,4 4 fO 4...life or property. The assessment of the general condition ~ 1 of the dam isbased upon available data and visual inspections. Detailed investigation, and...should include items 1 through 3 below. 1 ) Detailed investigation of the structural stability of the dam. Information concerning the downstream slope has
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2012-05-31
creatinine (CREA), globulin (GLOB), glucose (GLU), total bilirubin (TBIL), triglycerides (TRIG), and major electrolyte concentrations (Na+; K+; Cl... index finger along the abdomen. The finger was removed and the latency for the pup to roll over and obtain the prone posture with all four paws on...to controls for dams exhibiting evidence of pregnancy (mating index ) and for pregnant dams producing live offspring (gestation index ) were
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NASA Astrophysics Data System (ADS)
Cutter, P. G.; Walcutt, A.; O'Neil-Dunne, J.; Geheb, K.; Troy, A.; Saah, D. S.; Ganz, D.
2016-12-01
Dam construction in mainland Southeast Asia has increased substantially in recent years with extensive regional impacts including alterations to water regimes, the loss and degradation of natural forests and biodiversity, and reductions in soil and water quality. The CGIAR Water Land Ecosystem program (WLE) and partners maintain a comprehensive database of locations and other data relating to existing, planned, and proposed dams in the region's major transboundary rivers spanning areas in Thailand, Cambodia, Laos, Vietnam, Myanmar, and China. A recent regional needs assessment and specific stakeholder requests revealed the need for a dataset reflecting the inundation areas of these dams for use in measuring impacts to river ecology, analyzing disaster risk, monitoring land cover and land use change, evaluating carbon emissions, and assessing the actual and potential impacts to communities. In conjunction with WLE and other partners, SERVIR-Mekong, a regional hub of the USAID and NASA-supported SERVIR program, formulated an explicit procedure to produce this dataset. The procedure includes leveraging data from OpenStreetMap and other sources, creating polygons based on surface water classification procedures achieved via Google Earth Engine, manual digitizing, and modeling of planned/proposed dams based on a DEM and the location and planned height of dams. A quality assurance step ensures that all polygons conform to spatial data quality standards agreed upon by a wide range of production partners. When complete, the dataset will be made publicly available to encourage greater understanding and more informed decisions related to the actual and potential impacts of dams in the region.
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Seismic hazard and risk assessment for large Romanian dams situated in the Moldavian Platform
NASA Astrophysics Data System (ADS)
Moldovan, Iren-Adelina; Popescu, Emilia; Otilia Placinta, Anica; Petruta Constantin, Angela; Toma Danila, Dragos; Borleanu, Felix; Emilian Toader, Victorin; Moldoveanu, Traian
2016-04-01
Besides periodical technical inspections, the monitoring and the surveillance of dams' related structures and infrastructures, there are some more seismic specific requirements towards dams' safety. The most important one is the seismic risk assessment that can be accomplished by rating the dams into seismic risk classes using the theory of Bureau and Ballentine (2002), and Bureau (2003), taking into account the maximum expected peak ground motions at the dams site - values obtained using probabilistic hazard assessment approaches (Moldovan et al., 2008), the structures vulnerability and the downstream risk characteristics (human, economical, historic and cultural heritage, etc) in the areas that might be flooded in the case of a dam failure. Probabilistic seismic hazard (PSH), vulnerability and risk studies for dams situated in the Moldavian Platform, starting from Izvorul Muntelui Dam, down on Bistrita and following on Siret River and theirs affluent will be realized. The most vulnerable dams will be studied in detail and flooding maps will be drawn to find the most exposed downstream localities both for risk assessment studies and warnings. GIS maps that clearly indicate areas that are potentially flooded are enough for these studies, thus giving information on the number of inhabitants and goods that may be destroyed. Geospatial servers included topography is sufficient to achieve them, all other further studies are not necessary for downstream risk assessment. The results will consist of local and regional seismic information, dams specific characteristics and locations, seismic hazard maps and risk classes, for all dams sites (for more than 30 dams), inundation maps (for the most vulnerable dams from the region) and possible affected localities. The studies realized in this paper have as final goal to provide the local emergency services with warnings of a potential dam failure and ensuing flood as a result of an large earthquake occurrence, allowing further public training for evacuation. The work is supported from PNII/PCCA 2013 Project DARING 69/2014, financed by UEFISCDI, Romania. Bureau GJ (2003) "Dams and appurtenant facilities" Earthquake Engineering Handbook, CRS Press, WF Chen, and C Scawthorn (eds.), Boca Raton, pp. 26.1-26.47. Bureau GJ and Ballentine GD (2002) "A comprehensive seismic vulnerability and loss assessment of the State of Carolina using HAZUS. Part IV: Dam inventory and vulnerability assessment methodology", 7th National Conference on Earthquake Engineering, July 21-25, Boston, Earthquake Engineering Research Institute, Oakland, CA. Moldovan IA, Popescu E, Constantin A (2008), "Probabilistic seismic hazard assessment in Romania: application for crustal seismic active zones", Romanian Journal of Physics, Vol.53, Nos. 3-4
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30 CFR 947.773 - Requirements for permits and permit processing.
Code of Federal Regulations, 2010 CFR
2010-07-01
... regulations: (1) Department of Ecology: Surface Water Rights Permit, RCW 90.03.250 Dam Safety Approval, RCW 90... deny a permit application to the Washington Department of Natural Resources, the Department of Ecology...
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30 CFR 947.773 - Requirements for permits and permit processing.
Code of Federal Regulations, 2011 CFR
2011-07-01
... regulations: (1) Department of Ecology: Surface Water Rights Permit, RCW 90.03.250 Dam Safety Approval, RCW 90... deny a permit application to the Washington Department of Natural Resources, the Department of Ecology...
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Arentson-Lantz, Emily J; Zou, Mi; Teegarden, Dorothy; Buhman, Kimberly K; Donkin, Shawn S
2016-09-01
Maternal nutritional stress during pregnancy acts to program offspring metabolism. We hypothesized that the nutritional stress caused by maternal fructose or low protein intake during pregnancy would program the offspring to develop metabolic aberrations that would be exacerbated by a diet rich in fructose or fat during adult life. The objective of this study was to characterize and compare the fetal programming effects of maternal fructose with the established programming model of a low-protein diet on offspring. Male offspring from Sprague-Dawley dams fed a 60% starch control diet, a 60% fructose diet, or a low-protein diet throughout pregnancy and lactation were weaned onto either a 60% starch control diet, 60% fructose diet, or a 30% fat diet for 15 weeks. Offspring from low-protein and fructose-fed dam showed retarded growth (P<.05) at weaning (50.3, 29.6 vs 59.1±0.8 g) and at 18 weeks of age (420, 369 vs 464±10.9 g). At 18 weeks of age, offspring from fructose dams expressed greater quantities (P<.05) of intestinal Pgc1a messenger RNA compared with offspring from control or low-protein dams (1.31 vs 0.89, 0.85; confidence interval, 0.78-1.04). Similarly, maternal fructose (P=.09) and low-protein (P<.05) consumption increased expression of Pgc1a in offspring liver (7.24, 2.22 vs 1.22; confidence interval, 2.11-3.45). These data indicate that maternal fructose feeding is a programming model that shares some features of maternal protein restriction such as retarded growth, but is unique in programming of selected hepatic and intestinal transcripts. Copyright © 2016. Published by Elsevier Inc.
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NASA Astrophysics Data System (ADS)
Deng, Shaohui; Wang, Xiaoling; Yu, Jia; Zhang, Yichi; Liu, Zhen; Zhu, Yushan
2018-06-01
Grouting plays a crucial role in dam safety. Due to the concealment of grouting activities, complexity of fracture distribution in rock masses and rheological properties of cement grout, it is difficult to analyze the effects of grouting. In this paper, a computational fluid dynamics (CFD) simulation approach of dam foundation grouting based on a 3D fracture network model is proposed. In this approach, the 3D fracture network model, which is based on an improved bootstrap sampling method and established by VisualGeo software, can provide a reliable and accurate geometric model for CFD simulation of dam foundation grouting. Based on the model, a CFD simulation is performed, in which the Papanastasiou regularized model is used to express the grout rheological properties, and the volume of fluid technique is utilized to capture the grout fronts. Two sets of tests are performed to verify the effectiveness of the Papanastasiou regularized model. When applying the CFD simulation approach for dam foundation grouting, three technical issues can be solved: (1) collapsing potential of the fracture samples, (2) inconsistencies in the geometric model in actual fractures under complex geological conditions, and (3) inappropriate method of characterizing the rheological properties of cement grout. The applicability of the proposed approach is demonstrated by an illustrative case study—a hydropower station dam foundation in southwestern China.
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1981-07-01
formerly provided irrigation water for the Hammond-Fuller i cranberry bogs. At the present the reservoir continues to service some bogs approximately 2...there are few depressions or irregularities. Vegetation along the edges of the crest consist of short brush, scattered trees up to 22 in. diameter...dam formerly provided irrigation water for cranberry bogs downstream and continues to service some bogs although the owners of the bogs have no
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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
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1979-05-01
b. Weir and Training Walls Flash board pins ( rebars ) attached to weir crest -. General Condition of Concrete Masonry cut stone weir Rust or...None apparent Pavement Condition Not paved, grass, some -:osion due to traffic .. *.EI Movement or Settlement of Crest Evidence of past movement of...Condition at Abutment and at Concrete Good ,EI Structures -EI Indications of Movement of Structural Approximately 3" of movement of Items on Slopes gate
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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
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1979-06-01
CONCRETE FACE (1//8 SILL 280 WATE DOWNSTREAM CHANNEL L275 BEDROCK SECTION B L #MA?~ki. ’ROGNAM CISPECTON OF PeON r 9 9 MOUSAM RIVER MAINE .- 20799 - 19...0DOWNSTREAM * CHANNEL -*.:’. BEDROCK27 SECTION C WOOLiA4 PROGAM OF looSPEC-OmN o moF.ol4’C~~a6 GOODALL DAM X - SECTION MOUSAM RIVER MAINE 20799 -19. S
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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
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Seepage-Based Factor of Safety Analysis Using 3D Groundwater Simulation Results
2014-08-01
Edris, and D . Richards. 2006. A first-principle, physics- based watershed model: WASH123D. In Watershed models, ed. V. P. Singh and D . K . Frevert...should be cited as follows: Cheng, H.-P., K . D . Winters, S. M. England, and R. E. Pickett. 2014. Factor of safety analysis using 3D groundwater...Journal of Dam Safety 11(3): 33–42. Pickett, R. E., K . D . Winters, H.-P. Cheng, and S. M. England. 2013. Herbert Hoover Dike (HHD) flow model. Project
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Evaluating the Mosul Dam's Instability after Resumption of Maintenance
NASA Astrophysics Data System (ADS)
Al-husseinawi, Y.; Li, Z.; Clarke, P. J.; Edwards, S.
2017-12-01
There is serious concern about the safety of Mosul dam in the north of Iraq. Millions of people in the downstream area are exposed to risk of catastrophic collapse of this dam due to its soluble foundation. Recent study (Milillo et al., 2016, Scientific Report/10.1038/srep37408) reported that the dam deformation has accelerated since August 2014, when grouting operations were interrupted due to the conflict in the region. In this study, we investigate the health of Mosul dam since Jun 2016 using three independent datasets: Sentinel-1A/B SAR images, levelling, and GPS measurement. The latter are based on three epochs of terrestrial observation for levelling and GPS data: March 2016, December 2016 and July 2017. During this period, maintenance operations are being recovered to keep the dam stable. The monitoring network, on which the levelling and GPS observations are based, consists of eighty-seven pillars distributed on the dam surface. The results from InSAR and leveling data show that the dam crest is settling by 9 mm/yr. In contrast to previous studies, our results show a deceleration in the settlement. This may be due to the maintenance operations performed in the last few months. InSAR time series analysis was performed using the in-house tool TM-SBAS. When using the small baseline Sentinel-1 constellation, all possibilities of image choice are taken into consideration and the SRTM DEM accuracy is sufficient to generate the differential interferograms. Data from both Sentinel-1A and -1B images are used, and these results can be compared with multi-platform (Envisat, Sentinel-1, Cosmo-SkyMed, and TerraSar-X) data collected during the period between March 2003 and September 2016.
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Transport, dam passage, and size selection of adult Atlantic Salmon in the Penobscot River, Maine
Sigourney, Douglas B.; Zydlewski, Joseph D.; Hughes, Edward; Cox, Oliver
2015-01-01
Prior to 2012, returning adult Atlantic Salmon Salmo salar had to pass through fishways at three dams in the lower section of the Penobscot River, Maine: Veazie Dam (river kilometer [rkm] 48; removed in 2013), Great Works Dam (rkm 60; removed in 2012), and Milford Dam (rkm 62). To facilitate better passage through the lower river, a fish transport program was implemented in 2010 and 2011. Fish were captured at Veazie Dam and were either transported by truck above Milford Dam (TRKD group) or released into the head pond above Veazie Dam (run-of-the-river [ROR] group). To assess the efficacy of transport, we used PIT telemetry to compare the performance and passage of TRKD and ROR fish based on their (1) success in reaching one of the three dams upstream of Milford Dam, (2) time taken to reach an upstream dam (transit time), and (3) success in passing that upstream dam. In both years, the percentage of fish detected at upstream dams was higher for the TRKD group (82.4% in 2010; 78.6% in 2011) than for the ROR group (41.3% in 2010; 22.4% in 2011). In addition, median transit time was faster for TRKD fish (7 d in 2010; 5 d in 2011) than for ROR fish (23 d in 2010; 25 d in 2011). However, passage success through the upstream dams did not differ between the two release groups. Our analysis also revealed a strong, negative size-selective force on dam passage: larger fish were consistently less likely to successfully pass dams than smaller fish. Finally, environmental conditions also influenced passage success. Our analysis shows that the transport of adult Atlantic Salmon can be an effective means by which to increase migration success in systems where upstream passage is poor.
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NASA Astrophysics Data System (ADS)
Tessari, G.; Riccardi, P.; Pasquali, P.
2017-12-01
Monitoring of dam structural health is an important practice to control the structure itself and the water reservoir, to guarantee efficient operation and safety of surrounding areas. Ensuring the longevity of the structure requires the timely detection of any behaviour that could deteriorate the dam and potentially result in its shutdown or failure.The detection and monitoring of surface displacements is increasingly performed through the analysis of satellite Synthetic Aperture Radar (SAR) data, thanks to the non-invasiveness of their acquisition, the possibility to cover large areas in a short time and the new space missions equipped with high spatial resolution sensors. The availability of SAR satellite acquisitions from the early 1990s enables to reconstruct the historical evolution of dam behaviour, defining its key parameters, possibly from its construction to the present. Furthermore, the progress on SAR Interferometry (InSAR) techniques through the development of Differential InSAR (DInSAR) and Advanced stacking techniques (A-DInSAR) allows to obtain accurate velocity maps and displacement time-series.The importance of these techniques emerges when environmental or logistic conditions do not allow to monitor dams applying the traditional geodetic techniques. In such cases, A-DInSAR constitutes a reliable diagnostic tool of dam structural health to avoid any extraordinary failure that may lead to loss of lives.In this contest, an emblematic case will be analysed as test case: the Mosul Dam, the largest Iraqi dam, where monitoring and maintaining are impeded for political controversy, causing possible risks for the population security. In fact, it is considered one of the most dangerous dams in the world because of the erosion of the gypsum rock at the basement and the difficult interventions due to security problems. The dam consists of 113 m tall and 3.4 km long earth-fill embankment-type, with a clay core, and it was completed in 1984.The deformation fields obtained from SAR data are evaluated to assess the temporal evolution of the strains affecting the structure. Obtained results represent the preliminary stage of a multidisciplinary project, finalized to assess possible damages affecting a dam through remote sensing and civil engineering surveys.
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Detecting fluid leakage of a reservoir dam based on streaming self-potential measurements
NASA Astrophysics Data System (ADS)
Song, Seo Young; Kim, Bitnarae; Nam, Myung Jin; Lim, Sung Keun
2015-04-01
Between many reservoir dams for agriculture in suburban area of South Korea, water leakage has been reported several times. The dam under consideration in this study, which is located in Gyeong-buk, in the south-east of the Korean Peninsula, was reported to have a large leakage at the right foot of downstream side of the reservoir dam. For the detection of the leakage, not only geological survey but also geophysical explorations have been made for precision safety diagnosis, since the leakage can lead to dam failure. Geophysical exploration includes both electrical-resistivity and self-potential surveys, while geological surveys water permeability test, standard penetration test, and sampling for undisturbed sample during the course of the drilling investigation. The geophysical explorations were made not only along the top of dam but also transverse the heel of dam. The leakage of water installations can change the known-heterogeneous structure of the dam body but also cause streaming spontaneous (self) potential (SP) anomaly, which can be detected by electrical resistivity and SP measurements, respectively. For the interpretation of streaming SP, we used trial-and-error method by comparing synthetic SP data with field SP data for model update. For the computation, we first invert the resistivity data to obtain the distorted resistivity structure of the dam levee then make three-dimensional electrical-resistivity modeling for the streaming potential distribution of the dam levee. Our simulation algorithm of streaming SP distribution based on the integrated finite difference scheme computes two-dimensional (2D) SP distribution based on the distribution of calculated flow velocities of fluid for a given permeability structure together with physical properties. This permeability is repeatedly updated based on error between synthetic and field SP data, until the synthetic data match the field data. Through this trial-and-error-based SP interpretation, we locate the leakage of reservoir-water formed locally inside the levee body of the reservoir dam within the limitation due to the 2D nature of stream SP simulation.
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1981-06-01
The following deficiencies were observed at the site: areas of * . localized sloughing in the rock slope of the east and west sides of Reservoir No. 1... WEST SPRINGFIELD, MASS QUADRANGLE 1979 Vi NATIONAL DAM INSPECTION PROGRAM PHASE I INSPECTION REPORT PROVIN MOUNTAIN RESERVOIR SECTION 1 PROJECT...his address is Northwest Street, West Feeding Fills, Agawam, Massa- chusetts (telephone 413/786-3030). . (g) Purpose of the Dar. Provin Mountain
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Hamilton,; Rondorf, Dennis W.; Hampton,; Quinones,; Simondet,; Smith,
2011-01-01
For decades the long-standing conflict in the Klamath River Basin over water and fish resources has persisted. In an effort to resolve these disputes, PacifiCorp and interested parties negotiated, wrote, and signed the Klamath Hydroelectric Settlement Agreement (KHSA) in 2010, calling for the potential removal of the four lower dams on the Klamath River mainstem. The KHSA established a process known as the Secretarial Determination, which includes 1) conducting new scientific studies and a re-evaluation of existing studies found in the FERC record and from other sources, and 2) evaluating the potential environmental and human effects of such an action pursuant to National Environmental Policy Act, California Environmental Quality Act, and other applicable laws. In March 2012, the Secretary of the Interior will decide whether removal of these dams on the Klamath River: 1) will advance salmonid fisheries, and 2) is in the public interest. In this report, we summarize anticipated effects to fish resources under two management scenarios: 1) current conditions with dams in place and without the programs and actions in the Klamath Basin Restoration Agreement (KBRA), and 2) removal of the lower four dams plus programs and actions called for in the KBRA and KHSA. This information will aid the Secretary of the Interior in determining whether dam removal and implementation of KBRA will advance restoration of salmonid (salmon and trout) fisheries.
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Porter, Russell
2009-09-10
This report presents results for year seventeen in the basin-wide Experimental Northern Pikeminnow Management Program to harvest northern pikeminnow1 (Ptychocheilus oregonensis) in the Columbia and Snake Rivers. This program was started in an effort to reduce predation by northern pikeminnow on juvenile salmonids during their emigration from natal streams to the ocean. Earlier work in the Columbia River Basin suggested predation by northern pikeminnow on juvenile salmonids might account for most of the 10-20% mortality juvenile salmonids experience in each of eight Columbia River and Snake River reservoirs. Modeling simulations based on work in John Day Reservoir from 1982 throughmore » 1988 indicated that, if predator-size northern pikeminnow were exploited at a 10-20% rate, the resulting restructuring of their population could reduce their predation on juvenile salmonids by 50%. To test this hypothesis, we implemented a sport-reward angling fishery and a commercial longline fishery in the John Day Pool in 1990. We also conducted an angling fishery in areas inaccessible to the public at four dams on the mainstem Columbia River and at Ice Harbor Dam on the Snake River. Based on the success of these limited efforts, we implemented three test fisheries on a system-wide scale in 1991 - a tribal longline fishery above Bonneville Dam, a sport-reward fishery, and a dam-angling fishery. Low catch of target fish and high cost of implementation resulted in discontinuation of the tribal longline fishery. However, the sport-reward and dam-angling fisheries were continued in 1992 and 1993. In 1992, we investigated the feasibility of implementing a commercial longline fishery in the Columbia River below Bonneville Dam and found that implementation of this fishery was also infeasible. Estimates of combined annual exploitation rates resulting from the sport-reward and dam-angling fisheries remained at the low end of our target range of 10-20%. This suggested the need for additional effective harvest techniques. During 1991 and 1992, we developed and tested a modified (small-sized) Merwin trapnet. We found this floating trapnet to be very effective in catching northern pikeminnow at specific sites. Consequently, in 1993 we examined a system-wide fishery using floating trapnets, but found this fishery to be ineffective at harvesting large numbers of northern pikeminnow on a system-wide scale. In 1994, we investigated the use of trap nets and gillnets at specific locations where concentrations of northern pikeminnow were known or suspected to occur during the spring season (i.e., March through early June). In addition, we initiated a concerted effort to increase public participation in the sport-reward fishery through a series of promotional and incentive activities. In 1995, 1996, and 1997, promotional activities and incentives were further improved based on the favorable response in 1994. Results of these efforts are subjects of this annual report. Evaluation of the success of test fisheries in achieving our target goal of a 10-20% annual exploitation rate on northern pikeminnow is presented in Report C of this report. Overall program success in terms of altering the size and age composition of the northern pikeminnow population and in terms of potential reductions in loss of juvenile salmonids to northern pikeminnow predation is also discussed in Report C. Program cooperators include the Pacific States Marine Fisheries Commission (PSMFC), Oregon Department of Fish and Wildlife (ODFW), and Washington Department of Fish and Wildlife (WDFW), and the U. S. Department of Agriculture (USDA), Animal Damage Unit as a contractor to test Dam Angling. The PSMFC was responsible for coordination and administration of the program; PSMFC subcontracted various tasks and activities to ODFW and WDFW based on the expertise each brought to the tasks involved in implementing the program and dam angling to the USDA.« less
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Study on lockage safety of LNG-fueled ships based on FSA.
Lv, Pengfei; Zhuang, Yuan; Deng, Jian; Su, Wei
2017-01-01
In the present study, formal safety assessment (FSA) is introduced to investigate lockage safety of LNG-fueled ships. Risk sources during lockage of LNG-fueled ships in four typical scenarios, namely, navigation between two dams, lockage, anchorage, and fueling, are identified, and studied in combination with fundamental leakage probabilities of various components of LNG storage tanks, and simulation results of accident consequences. Some suggestions for lockage safety management of LNG-fueled ships are then proposed. The present research results have certain practical significance for promoting applications of LNG-fueled ships along Chuanjiang River and in Three Gorges Reservoir Region.
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Computation of Flow Through Water-Control Structures Using Program DAMFLO.2
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.
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-01-18
... hazards associated with the U.S. Army Corps of Engineers Electromagnetic Fields evaluation operations... Michigan has determined that the U.S. Army Corps of Engineers Electromagnetic Fields evaluation operations...
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Sediment impact assessment of check-dam removal strategies on a mountain river in Taiwan
NASA Astrophysics Data System (ADS)
Kuo, W.; Wang, H.; Stark, C. P.
2011-12-01
Dam removal is important for reconnecting river habitats and restoring the free flow of water and sediment, so managing accumulated sediments is crucial in dam removal planning as the cost and potential impacts of dam removal can vary substantially depending on local conditions. A key uncertainty in dam removal is the fate of reservoir sediment stored upstream of the dam. Release of impounded sediment could raise downstream bed elevations leading to flooding, increase lateral channel mobility leading to bank erosion, and potentially bury downstream ecologically sensitive habitats if the sediment is fine. The ability to predict the sediment impacts of dam removal in highly sediment-filled systems is thus increasingly important as the number of such dam-removal cases is growing. Due to the safety concerns and the need for habitat restoration for the Formosan landlocked salmon, the Shei-Pa National Park in Taiwan removed the 15m high Chijiawan "No. 1 Check Dam" in late May 2011. During the planning process prior to removal, we conducted field surveys, numerical simulations, and flume experiments to determine sediment impacts and to suggest appropriate dam removal strategies. We collected river-bed topography and sediment bulk samples in 2010 to establish the channel geometry and grain-size distribution for modeling input. The scaled flume experiment was designed to provide insights on how and if the position of a notch location and size would affect the rate and amount of reservoir erosion under particular discharges. Observations indicated that choices of notch location can force the river to migrate differently. For long-term prediction, we used the quasi-two-dimensional numerical model NETSTARS (Network of Stream Tube model for Alluvial River Simulation) to simulate the channel responses. These simulations indicated that high suspended sediment concentrations would be the most likely major concern in the first year, while concerns for downstream sediment deposition would be minor. We then compared the experimental and numerical predictions with the response of the river to the actual removal. Comparisons of river bed topography pre- and post-dam removal suggest that the predictions provided solid information but also highlight discrepancies between the model predictions and the field data that have implications for future dam-removal assessments.
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77 FR 43117 - Glen Canyon Dam Adaptive Management Work Group
Federal Register 2010, 2011, 2012, 2013, 2014
2012-07-23
... [email protected] . SUPPLEMENTARY INFORMATION: The Glen Canyon Dam Adaptive Management Program (AMP) was...-575) of 1992. The AMP includes a Federal advisory committee, the AMWG, a technical work group (TWG), a... the AMP. To view a copy of the agenda and documents related to the above meeting, please visit...
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75 FR 20381 - Glen Canyon Dam Adaptive Management Work Group (AMWG)
Federal Register 2010, 2011, 2012, 2013, 2014
2010-04-19
... call). SUMMARY: The Glen Canyon Dam Adaptive Management Program (AMP) was implemented as a result of... AMP includes a Federal advisory committee (AMWG), a technical work group (TWG), a monitoring and... visit Reclamation's Web site at: http://www.usbr.gov/uc/rm/amp/amwg/mtgs/10may06CC/index.html...
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75 FR 439 - Glen Canyon Dam Adaptive Management Work Group (AMWG)
Federal Register 2010, 2011, 2012, 2013, 2014
2010-01-05
... Canyon Dam Adaptive Management Program (AMP) was implemented as a result of the Record of Decision on the... of the Grand Canyon Protection Act (Pub. L. 102-575) of 1992. The AMP includes a Federal advisory... addition, other administrative and resource issues pertaining to the AMP may be discussed as necessary. To...
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Ashley, Paul
1992-06-01
The Northwest Power Planning Council and the Bonneville Power Administration approved the pygmy rabbit project as partial mitigation for impacts caused by the construction of Grand Coulee Dam. The focus of this project is the protection and enhancement of shrub-steppe/pygmy rabbit habitat in northeastern Washington.
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1981-04-01
PA 17324 F. Purpose: Irrigation G. Design and Construction History The dam was designed by the owner with assistance from the local Soil ...assistance of the local office of the Soil Conservation Service. Drawings were not prepared for the facilities. It is unknown what the original design...a sandy soil and could be easily eroded if overtopping would occur. A small subsidence area was noticed near the downstream toe over the 12-inch
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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
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1981-09-01
01546 NAME OF DAM: Farm Brook Site 2A Darn TO4N: Hamden COUNTY AND STATE: New Haven County, Connecticut STREAM: Wilmot Brook *DATE OF INSPECTION...few lives. Therefore, an emergency operation plan, including a downstream warning system should be prepared and implemented. It is recommended that...3.2 Evaluation 3-4 4. OPERATIONAL & MAINTENANCE PROCEDURES - 4.1 Operational Procedures 4-1 a. General b. Description of any Warning System in Effect
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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
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1979-06-01
floodwaters. About 600 feet downstream of the dam, West Mountain Road would be overtopped; 600 feet further downstream Reservoir Road would be overtopped for...removed and the surface coated to protect the pipes. . d. Reservoir Area- Notch Reservoir, as the name implies, is in a mountain notch. The area is...Brook which connects Notch Reservoir to the Hoosic River in the City of North Adams, Massachusetts, flows on a steep gradient down a mountain notch
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1979-11-01
reservoirs, Upper Reservoir and Reservoir No. 3. The reservoir supplies to the water destribution system by gravity. h. Design and Construction History. o...continual supply to the water , destribution system as the main service area is fed by gravity. The waste pipe is usually closed. The flashboards on...however, no design calculations or b construction data were revealed.. The visual inspection revealed that the dam is in poor condition. The visual
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1980-07-01
New York, 1972. 14. Standard Mathematical Tables, 21st Edition, The Chemical Rubber Company , 1973, page 15. 15. Engineering Field Manual, U. S ...Pennsylvania. The structure is situated at the intersection of Wolcott Hollow and Kellogg Roads approximately five miles west of Greenes Landing, Pennsylvania...The dam, reservoir, and watershed are located within the Sayre and Bentley Creek, Pennsylvania7.5 minute U. S . G.S. topographic quadrangles ( see
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1981-03-01
EXHIBIT C-I 4002 10 GUIDE TO PHOTOGRAPHS SCALE IN FEET D0RAWN ICHECKED IAPPROVEDT jSCALE; AS SHOWN ____ ___ ___ _ __ ____ ___ ___ ___ ___ ___ L..R. 1 .B. W...WRNINGOI DAMN NAINLPOGRADO INPACTO OFNOEDAM PRAWN ICHECKED JAPPROVED ISCALE AS SHOWN APPENDIX E INFORMATION AS CONTAINED IN THE NATIONAL INVENT.ORY OF DAMS S I S S NOT AVAILABLE AT THIS TINE p I I I p 0 S S S 0 S S S 0DTUC S S
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1980-04-01
Run, which flows into the Youghiogheny River near Layton , Pennsylvania. c. Size Classification: This dam has a storage capacity of 189 acre-feet at the...2. 2. 2. 0 D-OF- ERIC FLO MO.DA HLMI PEM RAIN XCS LOSS OW Q HO.DA iH.M PERIM PAIN LCS W Q SON 25.22 23.34 1.88 73256. 641.)( 593.)( 48.)( 2014.38) C4M
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A methodology for dam inventory and inspection with remotely sensed data
NASA Technical Reports Server (NTRS)
Berger, J. P.; Philipson, W. R.; Liang, T.
1979-01-01
A methodology is presented to increase the efficiency and accuracy of dam inspection by incorporating remote sensing techniques into field-based monitoring programs. The methodology focuses on New York State and places emphasis on readily available remotely sensed data aerial photographs and Landsat data. Aerial photographs are employed in establishing a state-wide data base, referenced on county highway and U.S. Geological Survey 1:24,000 scale, topographic maps. Data base updates are conducted by county or region, using aerial photographs or Landsat as a primary source of information. Field investigations are generally limited to high-hazard or special problem dams, or to dams which cannot be assessed adequately with aerial photographs. Although emphasis is placed on available data, parameters for acquiring new aircraft data for assessing dam condition are outlined. Large scale (1:10,000) vertical, stereoscopic, color-infrared photography, flown during the spring or fall, is recommended.
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-03-20
... associated with the U.S. Army Corps of Engineers Electromagnetic Fields evaluation operations. During any of... has determined that the U.S. Army Corps of Engineers Electromagnetic Fields evaluation operation poses...
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-03-03
... a probable maximum flood, and modification of the existing earthen embankments for improved slope stability and safety. The proposed remedial measures would not alter the basic footprint of the existing dam...
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1980-08-01
oc- din -l , ;1 - hne, DSt 6 i tra lie- LrsrLQ .,k n t 1-1 C~ tUlae aN d -.----- nspetdiopn is 0 :~ Principal S ap tI i 1 n a i - t ni!aya drz ted k...emakmn ni the drain r:,ate rhin u!aJ r t ieci reui,-zt~iiccs . The dr,-a in should- uxtend up the abuLrteit; , to ,zboui elevationl kT5. As ouggLe ted ...pipe carl cons-i.t of* maiteria 1 like- 706T7,8 (104-i-) co~i~pac ted to 95’% of staindard at a moisture- content of optiiurr or- gro.ater. F.EL’k~n
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Hazard assessment of landslide and debris flow in the Rjeina river valley, Croatia
NASA Astrophysics Data System (ADS)
Wang, Chunxiang; Watanabe, Naoki; Marui, Hideaki
2013-04-01
The Rječina River extends approximately 18.7km long and flows into the Adriatic Sea at the center of Rijeka City, Croatia. Landslide, debris flow and rockfall are main geohazards in the middle part of the Rječina river basin. The zone between the Valići reservoir dam and the Pasac Bridge is particularly the most unstable and hazardous area in the river basin. The Grohovo landslide in the middle part of the river basin is located on the valley's slope facing southwest and situated at just downstream of the Valići dam. This landslide is the largest active landslide along the Adriatic Sea coast in Croatia. Assuming that serious heavy rainfall or earthquake occurs, it is most likely to occur two types of geohazard event. One scenario is that the debris deposited on the Grohovo landslide will move down to the channel of the Rječina River and dam up the river course. Another scenario is that the slope deposits on the landslide will be mixed with water and subsequently turn into a debris flow reaching to Rijeka City. We simulate both two cases of the formation of landslide-dam and the occurrence of debris-flow by two integrated models using GIS to represent the dynamic process across 3D terrains. In the case of the formation of landslide-dam, it is assumed that slope deposits will move downhill after failing along a shear zone. GIS-based revised Hovland's 3D limit equilibrium model is used to simulate the movement and stoppage of the slope deposits to form landslide-dam. The 3D factor of safety will be calculated step by step during the sliding process simulation. Stoppage is defined by the factor of safety much greater than one and the velocity equal to zero. The simulation result shows that the height of the landslide-dam will be nine meters. In case of debris flow, the mixture of slope deposits and water will be differentiated from landslide by fluid-like deformation of the mobilized material. GIS-based depth-averaged 2D numerical model is used to predict the runout distance and inundated area of the debris flow. The simulation result displays the propagation and deposition of the debris flow across the complex topography and shows that the debris flow takes about 16 minutes to travel about 6 km along the Rječina River and consequently reaches to Rijeka City.
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1975-05-01
legislation, but thus far it has not become possible due to certain limitations of economic nature. Up to now the inspection and mainte- nance of...Principally, this is due to the lack of funds and staff to perform inspection duties. It is apparent that increased activity in the regulation of the...conduct an investigation. Yes. Nothing formal , upon complaint or upon its own initiative, the Department has power to cause an investigation or
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78 FR 21415 - Glen Canyon Dam Adaptive Management Work Group
Federal Register 2010, 2011, 2012, 2013, 2014
2013-04-10
...: The Glen Canyon Dam Adaptive Management Program (AMP) was implemented as a result of the Record of... consultation requirements of the Grand Canyon Protection Act (Pub. L. 102-575) of 1992. The AMP includes a.../amp/amwg/mtgs/13may08/index.html . Time will be allowed for any individual or organization wishing to...
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75 FR 44809 - Glen Canyon Dam Adaptive Management Work Group (AMWG)
Federal Register 2010, 2011, 2012, 2013, 2014
2010-07-29
... Canyon Dam Adaptive Management Program (AMP) was implemented as a result of the Record of Decision on the... of the Grand Canyon Protection Act (Pub. L. 102-575) of 1992. The AMP includes a Federal advisory... other administrative and resource issues pertaining to the AMP. To view a copy of the agenda and...
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Federal Register 2010, 2011, 2012, 2013, 2014
2011-08-04
... . SUPPLEMENTARY INFORMATION: The Glen Canyon Dam Adaptive Management Program (AMP) was implemented as a result of... AMP includes a Federal advisory committee, the AMWG, a technical work group (TWG), a Grand Canyon... other administrative and resource issues pertaining to the AMP. To view a copy of the agenda and...
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1978-08-01
Legislation for the protection of wet lands has come too late for this watershed and the remaining small wet lands, if retained, have little value...Ridge Mountains of Central Virginia, 11.55" in Westminister , Maryland and 13" in Steuben County, Pennsylvania. HYDRAULIC ANALYSIS LAKE FOREST Due to
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NASA Astrophysics Data System (ADS)
Schmidt, J. C.
2014-12-01
Throughout the Colorado River basin (CRb), scientists and river managers collaborate to improve native ecosystems. Native ecosystems have deteriorated due to construction of dams and diversions that alter natural flow, sediment supply, and temperature regimes, trans-basin diversions that extract large amounts of water from some segments of the channel network, and invasion of non-native animals and plants. These scientist/manager collaborations occur in large, multi-stakeholder, adaptive management programs that include the Lower Colorado River Multi-Species Conservation Program, the Glen Canyon Dam Adaptive Management Program, and the Upper Colorado River Endangered Species Recovery Program. Although a fundamental premise of native species recovery is that restoration of predam flow regimes inevitably leads to native species recovery, such is not the case in many parts of the CRb. For example, populations of the endangered humpback chub (Gila cypha) are largest in the sediment deficit, thermally altered conditions of the Colorado River downstream from Glen Canyon Dam, but these species occur in much smaller numbers in the upper CRb even though the flow regime, sediment supply, and sediment mass balance are less perturbed. Similar contrasts in the physical and biological response of restoration of predam flow regimes occurs in floodplains dominated by nonnative tamarisk (Tamarix spp.) where reestablishment of floods has the potential to exacerbate vertical accretion processes that disconnect the floodplain from the modern flow regime. A significant challenge in restoring segments of the CRb is to describe this paradox of physical and biological response to reestablishment of pre-dam flow regimes, and to clearly identify objectives of environmentally oriented river management. In many cases, understanding the nature of the perturbation to sediment mass balance caused by dams and diversions and understanding the constraints imposed by societal commitments to provide assured water supplies and hydroelectricity constrains the opportunities for rehabilitation and limits the management objectives to focus either on restoring predam physical processes or recovering native fish fauna and/or recovering native plant communities.
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Akhlaghi, Tohid
2014-01-01
Evaluation of the accuracy of the pseudostatic approach is governed by the accuracy with which the simple pseudostatic inertial forces represent the complex dynamic inertial forces that actually exist in an earthquake. In this study, the Upper San Fernando and Kitayama earth dams, which have been designed using the pseudostatic approach and damaged during the 1971 San Fernando and 1995 Kobe earthquakes, were investigated and analyzed. The finite element models of the dams were prepared based on the detailed available data and results of in situ and laboratory material tests. Dynamic analyses were conducted to simulate the earthquake-induced deformations of the dams using the computer program Plaxis code. Then the pseudostatic seismic coefficient used in the design and analyses of the dams were compared with the seismic coefficients obtained from dynamic analyses of the simulated model as well as the other available proposed pseudostatic correlations. Based on the comparisons made, the accuracy and reliability of the pseudostatic seismic coefficients are evaluated and discussed. PMID:24616636
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Gloss, Steven P.; Lovich, Jeffrey E.; Melis, Theodore S.
2005-01-01
This report is an important milestone in the effort by the Secretary of the Interior to implement the Grand Canyon Protection Act of 1992 (GCPA; title XVIII, secs. 1801-1809, of Public Law 102-575), the most recent authorizing legislation for Federal efforts to protect resources downstream from Glen Canyon Dam. The chapters that follow are intended to provide decision makers and the American public with relevant scientific information about the status and recent trends of the natural, cultural, and recreational resources of those portions of Grand Canyon National Park and Glen Canyon National Recreation Area affected by Glen Canyon Dam operations. Glen Canyon Dam is one of the last major dams that was built on the Colorado River and is located just south of the Arizona-Utah border in the lower reaches of Glen Canyon National Recreation Area, approximately 15 mi (24 km) upriver from Grand Canyon National Park (fig. 1). The information presented here is a product of the Glen Canyon Dam Adaptive Management Program (GCDAMP), a federally authorized initiative to ensure that the primary mandate of the GCPA is met through advances in information and resource management. The U.S. Geological Survey`s (USGS) Grand Canyon Monitoring and Research Center (GCMRC) has responsibility for the scientific monitoring and research efforts for the program, including the preparation of reports such as this one.
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Regional interdisciplinary paleoflood approach to assess extreme flood potential
Jarrett, Robert D.; Tomlinson, Edward M.
2000-01-01
In the past decade, there has been a growing interest of dam safety officials to incorporate a risk‐based analysis for design‐flood hydrology. Extreme or rare floods, with probabilities in the range of about 10−3 to 10−7 chance of occurrence per year, are of continuing interest to the hydrologic and engineering communities for purposes of planning and design of structures such as dams [National Research Council, 1988]. The National Research Council stresses that as much information as possible about floods needs to be used for evaluation of the risk and consequences of any decision. A regional interdisciplinary paleoflood approach was developed to assist dam safety officials and floodplain managers in their assessments of the risk of large floods. The interdisciplinary components included documenting maximum paleofloods and a regional analyses of contemporary extreme rainfall and flood data to complement a site‐specific probable maximum precipitation study [Tomlinson and Solak, 1997]. The cost‐effective approach, which can be used in many other hydrometeorologic settings, was applied to Elkhead Reservoir in Elkhead Creek (531 km2) in northwestern Colorado; the regional study area was 10,900 km2. Paleoflood data using bouldery flood deposits and noninundation surfaces for 88 streams were used to document maximum flood discharges that have occurred during the Holocene. Several relative dating methods were used to determine the age of paleoflood deposits and noninundation surfaces. No evidence of substantial flooding was found in the study area. The maximum paleoflood of 135 m3 s−1 for Elkhead Creek is about 13% of the site‐specific probable maximum flood of 1020 m3 s−1. Flood‐frequency relations using the expected moments algorithm, which better incorporates paleoflood data, were developed to assess the risk of extreme floods. Envelope curves encompassing maximum rainfall (181 sites) and floods (218 sites) were developed for northwestern Colorado to help define maximum contemporary and Holocene flooding in Elkhead Creek and in a regional frequency context. Study results for Elkhead Reservoir were accepted by the Colorado State Engineer for dam safety certification.
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Hawkes, Lynette A.
1991-03-01
The seaward migration of salmonid smolts was monitored by the National Marine Fisheries Service (NMFS) at three sites on the Columbia River system in 1990. This project is a part of the continuing Smolt Monitoring Program to monitor Columbia Basin salmonid stocks coordinated by the Fish Passage Center (FPC) for the Columbia Basin Fish and Wildlife Agencies and Indian Tribes. It's purpose is to provide timely data to the Fish Passage Managers for in season flow and spill management for fish passage and post-season analysis for travel time, relative magnitude and timing and the smolt migration. This program is carriedmore » out under the auspices of the Northwest Power Planning Council Fish and Wildlife Program and is funded by the Bonneville Power Administration (BPA). Sampling sites were John Day and Bonneville Dams under the Smolt Monitoring program, and the Dallas Dam under the Fish Spill Memorandum of Agreement'' for 1990. All pertinent fish capture, condition and brand data, as well as dam operations and river flow data were reported daily to FPC. These data were incorporated into the FPC Fish Passage Data Information System (FPDIS). 10 refs., 8 figs., 1 tab.« less
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Sen. Wyden, Ron [D-OR
2014-01-16
Senate - 07/31/2014 Placed on Senate Legislative Calendar under General Orders. Calendar No. 514. (All Actions) Tracker: This bill has the status IntroducedHere are the steps for Status of Legislation:
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Study on lockage safety of LNG-fueled ships based on FSA
Lv, Pengfei; Zhuang, Yuan; Deng, Jian; Su, Wei
2017-01-01
In the present study, formal safety assessment (FSA) is introduced to investigate lockage safety of LNG-fueled ships. Risk sources during lockage of LNG-fueled ships in four typical scenarios, namely, navigation between two dams, lockage, anchorage, and fueling, are identified, and studied in combination with fundamental leakage probabilities of various components of LNG storage tanks, and simulation results of accident consequences. Some suggestions for lockage safety management of LNG-fueled ships are then proposed. The present research results have certain practical significance for promoting applications of LNG-fueled ships along Chuanjiang River and in Three Gorges Reservoir Region. PMID:28437482
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Rheaume, S.J.; Rachol, C.M.; Hubbell, D.L.; Simard, Andreanne
2002-01-01
The removal of the remnants of three hydroelectric dams on the Kalamazoo River near Plainwell, Otsego, and Allegan, Michigan, has been proposed. The benefits of this removal include returning the Kalamazoo River to its pre-dam flow, increasing recreational use and safety on the river, and improving aquatic habitat. The U.S. Environmental Protection Agency has designated this reach of the Kalamazoo River as a Federal Superfund site because of the historical discharge of papermill waste containing polychlorinated biphenyls. Much of this waste material remains concentrated in organic sediment and kaolinite clay deposited upstream from the three dam foundations. Sediment containing up to 150 milligrams per kilogram polychlorinated biphenyls could move if dam foundations are removed; therefore, it is necessary to estimate the characteristic and configuration of the sediment before work begins. Data collected from augered sections and sediment cores show that impoundment sediments were deposited in two distinctly different sedimentary environments. Interbedded lacustrine sediments that overlie the pre-dam channel surface consist of organic-rich silt and clay, fine to medium sand, and some gravel. These materials were deposited in a repetitive, cyclic fashion related to former stream velocities when the impoundment water levels were 5-10 feet higher. Lowering of these water levels and demolition of the superstructures of these dams resulted in erosion of much of these instream lacustrine sediments and subsequent deposition of coarse-grained alluvium in the impounded channel behind the remaining dam foundations. The composite thicknesses of the lacustrine deposits and overlying alluvium was determined from sediment cores collected from each impoundment. The volume of instream sediment contained in each impoundment is estimated to be about 77,600 cubic yards at the Plainwell impoundment; 268,900 cubic yards at the Otsego impoundment; and 1,192,600 cubic yards at the Trowbridge impoundment. Estimates do not include bank or flood-plain deposits.
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A simplified water temperature model for the Colorado River below Glen Canyon Dam
Wright, S.A.; Anderson, C.R.; Voichick, N.
2009-01-01
Glen Canyon Dam, located on the Colorado River in northern Arizona, has affected the physical, biological and cultural resources of the river downstream in Grand Canyon. One of the impacts to the downstream physical environment that has important implications for the aquatic ecosystem is the transformation of the thermal regime from highly variable seasonally to relatively constant year-round, owing to hypolimnetic releases from the upstream reservoir, Lake Powell. Because of the perceived impacts on the downstream aquatic ecosystem and native fish communities, the Glen Canyon Dam Adaptive Management Program has considered modifications to flow releases and release temperatures designed to increase downstream temperatures. Here, we present a new model of monthly average water temperatures below Glen Canyon Dam designed for first-order, relatively simple evaluation of various alternative dam operations. The model is based on a simplified heat-exchange equation, and model parameters are estimated empirically. The model predicts monthly average temperatures at locations up to 421 km downstream from the dam with average absolute errors less than 0.58C for the dataset considered. The modelling approach used here may also prove useful for other systems, particularly below large dams where release temperatures are substantially out of equilibrium with meteorological conditions. We also present some examples of how the model can be used to evaluate scenarios for the operation of Glen Canyon Dam.
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NASA Astrophysics Data System (ADS)
Kong, X. M.; Huang, G. H.; Fan, Y. R.; Li, Y. P.
2016-04-01
In this study, a duality theorem-based algorithm (DTA) for inexact quadratic programming (IQP) is developed for municipal solid waste (MSW) management under uncertainty. It improves upon the existing numerical solution method for IQP problems. The comparison between DTA and derivative algorithm (DAM) shows that the DTA method provides better solutions than DAM with lower computational complexity. It is not necessary to identify the uncertain relationship between the objective function and decision variables, which is required for the solution process of DAM. The developed method is applied to a case study of MSW management and planning. The results indicate that reasonable solutions have been generated for supporting long-term MSW management and planning. They could provide more information as well as enable managers to make better decisions to identify desired MSW management policies in association with minimized cost under uncertainty.
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1981-05-01
ROAD, WALTHAM, MA. 02254 110 14- MONITORING AGENCY NAME A ADORELSS(If dliffeIo town Cenwumf llaj e.. Is. SECURITY CLASS. (of chit mtovet UNCLASSIFIED ISO...Feet Test Flood Elevation 456.24 Feet I I. D- 2 I - i $ 44 - C3 4.44 IV Z0 II a. -f 0 o f a f V 0 aI We wo ko IL 2 ft ha- V. a. 4 slo zt -i z 49 0
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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
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1980-10-01
see ?c~~ 8) . Cracking of the lf wa-il has al>cocarrec;. (A Lower Bemis Porn ’ 7parc: The emergency spillwa, an croee stop logs (see Photograph!- ’: c...2Lors ica torwr. In b. sy ci tnt; t, a y arz.Ir£oul n i. a boys he* thrrown serc of the graflite block. DBCK &T-i thcs6 Ti, snrii.; oi I9’ 1 wo irn ;hJcoj
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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
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1980-01-01
to note that the condition of a dam depends on numerous and constantly changing internal and external conditions, and is evolutionary in nature. It...at or above the normal pool level are in poor to fair condition, and logs below normal pool level are in fair to good condition. No evidence of wooden...appeared to be in fair condition (Photograph K). Although cracks in the concrete are numerous, there seemed to be no loose pieces of concrete. There
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1979-09-01
Suburban Rural,Farm___ ’.iod & and 20% Slope: s;teep 20 tied. 2Q% Slight 60%... ______ Fa.rks Nitial P-onlirg xea. 30 Acres; Ave. Depth 6’ lt priuzqt...dam failure? Yes I No .. Character Downstream Valley: Narrow x Wide _ Developed _ _ Rural 70Z Urban 30 , ’ Park Highway WW Railroad .3 k to life and...Location and Type:. Controls___, ’ype;_________________________ Aut~~c *.~n..l . Gperative Yes-___, No___ : W presen~t ’Ye X ,No . Operative Yes-, No___
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1980-09-01
purpose of a Phase I Investigation is to identify expeditiously - those dams which may pose hazards to human life or property. The assessment of the general...calculatec by the Soil Loss Formula (0.1 ton/ac/yr. y±cld). The dosianed heiGht of the structures vill provide st rage for a 50 year sediment...As shown in the above listing the design meet, the c:rr,1 ,ia established in all instances. L B-13 rage -,- n We have discussed with the S. C.S
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1981-04-01
crest. There Is a pond drain about 18 inches in dimeter which is reported to be Inoperable. The top of dam stor-5 age is estimated to be 51 acre-fot...related to lateral movements and/or settlement of the rubbish fill. The dumped material should be removed and the embankment regraded. The seep- age area...drain- age area. 6 5.2 DESIGN DATA No hydraulic or hydrologic design data or criteria were available. 5.3 EXPERIENCE DATA There is no evidence of recent
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1978-11-01
DIVISION, CORPS OF ENGINEERSWALTHAM, MASS 02154 NTIS GRA&n F NOVEMBER 1978 DTIC TAB Ŕ Justiftcati n r r D stributijon/ Availabilit -" os Dist jSpecial...flashboards removed and can pass the PMF outflow of 1530 cfs (750 csm) with the water level 0.6 ft.Ui below the top of the concrete core wall. Within... water treatment plant and responsible for the day-to-day operation of the dam. He represented the owner during this investigation. His address and
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1981-08-01
dam is coordinated with the needs of the both the New England Electric System and Public Service Company of New Hampshire. 2.4 Evaluation of Data a...England Electric System and the Public Service Company of New Hampshire. The 174 sq. mi. drainage abea tributary to Lake Francis consists of two major...Board 8-24 thru B-291 9 October 1974 New Hampshire Water Resources Board and New England Power Company B-30 ttiru B-41I28 November 1977 Chas. T. Main
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1979-07-01
lines, offset by 4 ft. These grout lines were drilled and grouted by the split spacing method along the centerline of the dam. Three stage grouting was...estimated as 656,000 gallons per day (450 gpm), as computed by the Darcy Short Path Method . Permeable zones in the bedrock foundation were also encountered...upstream and downstream embankments was evaluated at Sta. 11+75 (maximum section) using the Swedish Circular Arc Method . The analyses considered a 48
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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
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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.
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Friedman, Jonathan M.
2018-01-01
needs of other riverine resources. Use of high flows to remove unwanted vegetation is constrained by current operational guidance for Flaming Gorge Dam, which attempts to limit spills (i.e., flows greater than 8600 ft3 /s) that might contribute to cavitation and lead to dam safety concerns. Therefore, reversing vegetation encroachment is more likely to succeed if implemented while plants are still small. Annual monitoring of near-channel vegetation and topography would enable managers to prescribe a timely hydrologic response in case the proposed flow experiments lead to vegetation encroachment and habitat degradation.
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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.
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1980-03-01
Engineering Branch Engineering Division CARNEY M. TERZIAN, KENBER Design Branch Engineering Division RICHARD DIBKO CHIRA Water Control Branch...State of New Hampshire. Authorization and notice to proceed were issued to S E A Consultants Inc. under a letter of November 5, 1979 from William
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Complacency: A Threat to Homeland Security
2014-06-01
dangerous drugs; assuring the safety of bridges and dams; using pesticides in agriculture; and, less dramatically, distributing electric power. (LaPorte...mind (pp. 235–255). Oxford: Basil Blackwell. 79 Stramler, J. H. Jr. (1993). The dictionary for human factors/ergonomics. Boca Raton, FL: CRC Press
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Monitoring As A Helpful Means In Forensic Analysis Of Dams Static Instability Events
NASA Astrophysics Data System (ADS)
Solimene, Pellegrino
2013-04-01
Monitoring is a means of controlling the behavior of a structure, which during its operational life is subject to external actions as ordinary loading conditions and disturbing ones; these factors overlap with the random manner defined by the statistical parameter of the return period. The analysis of the monitoring data is crucial to gain a reasoned opinion on the reliability of the structure and its components, and also allows to identify, in the overall operational scenario, the time when preparing interventions aimed at maintaining the optimum levels of functionality and safety. The concept of monitoring in terms of prevention is coupled with the activity of Forensic Engineer who, by Judiciary appointment for the occurrence of an accident, turns its experience -the "Scientific knowledge"- in an "inverse analysis" in which he summed up the results of a survey, which also draws on data sets arising in the course of the constant control of the causes and effects, so to determine the correlations between these factors. His activity aims at giving a contribution to the identification of the typicality of an event, which represents, together with "causal link" between the conduct and events and contra-juridical, the factors judging if there an hypothesis of crime, and therefore liable according to law. In Italy there are about 10,000 dams of varying sizes, but only a small portion of them are considered "large dams" and subjected to a rigorous program of regular inspections and monitoring, in application of specific rules. The rest -"small" dams, conventionally defined as such by the standard, but not for the impact on the area- is affected by a heterogeneous response from the local authorities entrusted with this task: there is therefore a high potential risk scenario, as determined by the presence of not completely controlled structures that insist even on areas heavily populated. Risk can be traced back to acceptable levels if they were implemented with the necessary uniformity of procedures usually adopted for major works, and, therefore, is intended to emphasize the importance to have a more complete cognitive picture of the issues affecting the dams, especially so-called "minor" and their relationship with the embedding territory. This contribution consists of a brief digression on dams, their characteristics, functions performed by them and their relationship with the territory in terms of risk and benefit. After, it is discussed the concept of risk factors that characterize the importance of monitoring extended to the crisis management with a focus to the fast verification of structural reliability after a crisis event. A case study of the vulnerability of a dam under seismic action by "Event tree analysis" is presented, based on data acquired in the course of constant surveillance and control. Some considerations about the monitoring actions related specifically to earthquakes and weather events are presented in order to emphasize its function with regard to risk mitigation through early warning procedures. Finally, the results of a survey on the main accidents involving Italian and USA dams are presented even as a factor pushing to improve the national regulatory framework . Finally, we will discuss some anomalies in the regional rules, leading to interruption in the technical management of the dams by the Public Authority, holding the function of supervision and control over these works and the role of reference for the management of flood mitigation for the hydraulic system. Several hints are provided to contribute towards overcoming the problems that emerged, necessary and urgent to provide answer to the question of security of civil society.
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NASA Astrophysics Data System (ADS)
Bandurin, M. A.; Volosukhin, V. A.; Vanzha, V. V.; Mikheev, A. V.; Volosukhin, Y. V.
2018-05-01
At present theoretical substations for fundamental methods of forecasting possible natural disasters and for quantitative evaluating remaining live technical state of landfall dams in the mountain regions with higher danger are lacking. In this article, the task was set to carry out finite-element simulation of possible natural disasters with changes in the climate as well as in modern seismic conditions of operation in the mountain regions of the Greater Caucasus with higher danger. The research is aimed at the development of methods and principles for monitoring safety of possible natural disasters, evaluating remaining live technical state of landfall dams having one or another damage and for determination of dam failure riskiness, as well. When developing mathematical models of mudflow descents by inflows tributaries into the main bed, an intensive danger threshold was determined, taking into consideration geomorphological characteristics of earthflow courses, physico-chemical and mechanical state of mudflow mass and the dynamics of their state change. Consequences of mudflow descents into river basins were simulated with assessment of threats and risks for projects with different infrastructures located in the river floodplain.
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Porter, Russell G.; Winther, Eric C.; Fox, Lyle G.
2004-01-01
This report presents results for year twelve in a basin-wide program to harvest northern pikeminnow1 (Ptychocheilus oregonensis). This program was started in an effort to reduce predation by northern pikeminnow on juvenile salmonids during their emigration from natal streams to the ocean. Earlier work in the Columbia River Basin suggested predation by northern pikeminnow on juvenile salmonids might account for most of the 10-20% mortality juvenile salmonids experience in each of eight Columbia River and Snake River reservoirs. Modeling simulations based on work in John Day Reservoir from 1982 through 1988 indicated that, if predator-size northern pikeminnow were exploited atmore » a 10-20% rate, the resulting restructuring of their population could reduce their predation on juvenile salmonids by 50%. To test this hypothesis, we implemented a sport-reward angling fishery and a commercial longline fishery in the John Day Pool in 1990. We also conducted an angling fishery in areas inaccessible to the public at four dams on the mainstem Columbia River and at Ice Harbor Dam on the Snake River. Based on the success of these limited efforts, we implemented three test fisheries on a system-wide scale in 1991--a tribal longline fishery above Bonneville Dam, a sport-reward fishery, and a dam-angling fishery. Low catch of target fish and high cost of implementation resulted in discontinuation of the tribal longline fishery. However, the sport-reward and dam-angling fisheries were continued in 1992 and 1993. In 1992, we investigated the feasibility of implementing a commercial longline fishery in the Columbia River below Bonneville Dam and found that implementation of this fishery was also infeasible. Estimates of combined annual exploitation rates resulting from the sport-reward and damangling fisheries remained at the low end of our target range of 10-20%. This suggested the need for additional effective harvest techniques. During 1991 and 1992, we developed and tested a modified (small-sized) Merwin trapnet. We found this floating trapnet to be very effective in catching northern pikeminnow at specific sites. Consequently, in 1993 we examined a system-wide fishery using floating trapnets, but found this fishery to be ineffective at harvesting large numbers of northern pikeminnow on a system-wide scale.« less
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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...
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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...
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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...
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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...
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Recent advances in fumigation for control of insect pests in dried fruits and nuts
USDA-ARS?s Scientific Manuscript database
United States agricultural industries are facing, with increasing frequency, environmental and pest-related food safety requirements that are fundamentally difficult to balance. Failure to properly disinfest commodities in trade and marketing channels can result in insect- and microbial-derived dam...
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Rachol, Cynthia M.; Fitzpatrick, Faith A.; Rossi, Tiffiny
2005-01-01
In a study to understand the historical effects of the construction and decommissioning of dams on the Kalamazoo River, Plainwell to Otesgo, Michigan, and to simulate channel changes that may result if the dams were removed, early to mid-1800s General Land Office surveys and aerial photographs from 1938, 1981, and 1999 were compared in order to identify historical changes in the river’s planform. This analysis of the 80-mile reach from Morrow Dam to the river mouth at Saugatuck provided insight into how susceptible the river has been to channel migration. The comparison showed that changes in channel width and location were caused mainly by construction of dams and subsequent water-level adjustments in the impounded reaches upstream from the dams. Braiding also occurred downstream from one of the dams. Minor changes in channel form that were not caused by the dams, such as the development and cutoff of meander bends, were observed. A more detailed study in a 5-mile reach passing through the Plainwell and Otsego City Dams included compiling existing valley cross section and longitudinal profile data into a database, assessing bank stability, and using a hydrologic model to simulate the channel as if the dams were removed. Fifty-four valley cross sections compiled from United States Geological Survey and consultant data sets were used as a base for a bank-stability assessment and to design a hypothetical stable channel without the two dams. The channel design involved adjusting the slope, hydraulic geometry, and floodplain width to ensure that water could be transferred through the reach without increasing flooding or erosion problems. The bank-stability assessment focused on conditions that are critical to failure. This was accomplished through the use of a two step process. The first involved evaluating the sediment removed from the bank toe when the stage is high. The second involved calculating the factor of safety for the bank based on the water table being elevated higher than the stage, mimicing a bank storage effect. Using these paired proccesses, two scenarios of critical conditions were evaluated: dams present and dams removed. Results of the bank assessments showed that, under both critical-condition scenarios, the streambanks were more susceptible to toe erosion than to block failure. As toe erosion progresses, the banks will eventually collapse as supporting material underneath is removed. Toe erosion for the damsremoved scenario resulted in higher amounts of erosion than for the dams-present scenario, leading to an overall decrease in bank stability. Effects of vegetation on the bank stability were variable; stability for some banks increase if vegetation was present but remain the same for other banks.
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1979-05-01
DEPARTMENT OF INTERIOR MONADNOCK QUADRANGLE 1949 GEOLGICL SUVEYAMS 6569 I-SERIES V712. LOVEWELL MOUNTAIN QUADRANGLE 1957 AMS 6570 II-SERIES V712 ix...HAMPSHIRE DEPARTMENT OF INTERIOR MONADNOCK QUADRANGLE 1949 GEOLOGICAL SURVEY AMS 6569 I-SERIES V712 LOVEWELL MOUNTAIN QUADRANGLE 1957 AMS 6570 I1
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1981-08-01
approval. CARNEY M. TERZLAN, KDIBER Design Branch Engineering Division Water\\ontrol Brancr%.J Engineering Division ARAiQAST MANTESI, CHIRA Geotechnical...issued to Hayden, Harding & Buchanan, Inc. on 26 June 1981 by William E. Hodgson Jr., Colonel, Corps of Engineers. Contract No. DACW 33-80-C-0006 has been
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1980-01-01
Engineering Branch Engineering Division CARNEY M. TERZIAN, MEMBER Design Branch Engineering Division S, RICHARD DIE O CHIRA Water Control Branch...Associates, P.C. under a letter of 19 October 1979 from William E. Hodgson, Jr., Colonel, Corps of Engineers. Contract No. DACW33-80-C-0001 has been assigned
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Program on State Agency Remote Sensing Data Management (SARSDM). [missouri
NASA Technical Reports Server (NTRS)
Eastwood, L. F., Jr.; Gotway, E. O.
1978-01-01
A planning study for developing a Missouri natural resources information system (NRIS) that combines satellite-derived data and other information to assist in carrying out key state tasks was conducted. Four focal applications -- dam safety, ground water supply monitoring, municipal water supply monitoring, and Missouri River basin modeling were identified. Major contributions of the study are: (1) a systematic choice and analysis of a high priority application (water resources) for a Missouri, LANDSAT-based information system; (2) a system design and implementation plan, based on Missouri, but useful for many other states; (3) an analysis of system costs, component and personnel requirements, and scheduling; and (4) an assessment of deterrents to successful technological innovation of this type in state government, and a system management plan, based on this assessment, for overcoming these obstacles in Missouri.
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1979-12-01
the embankment. This core is 12 feet thick measured horizontally. Beneath the embankment is an earthfihi cutoff trench which is 12 feet wide at the...variable thickness and extends from the cutoff trench to the downstream toe of the embankment. It is made up of sand designated SM-SP. The natural...pendicular to the axis of the dam. The walls of the structure are 10 inches thick and the top slab is 8 inches thick . The structure is founded on bedrock
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1979-07-01
the gates as he feels is required. 1.3 Pertinent Data -.. - All elevation reported herein are approximate and based on the assumption that the top of... assumptions , the outflow due to dam failure was .. calculated to be approximately 9,940 cfs. The flow v-.-_ just prior to failure would be approximately...v w 0 w w w w l -9- .5 -%ml N.- - w - -’V ... vr . 1-. 7 7 CApme a "Wan CjgMT A.,j ..4 h ~ omAij8LJ-1 COMPUTED Pi IMAubgmMOM& Iumlmum PAOJEC DATE
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1981-09-01
collection pipes wrapped in filter cloth. The dam is situated near the edge of the loess bluffs in northwest Tennessee that overlooks Reelfoot Lake ...roughly six miles west of Hornbeak, in Obion County, Tennessee. The site is located near the edge of the loess bluff overlooking Reelfoot Lake to the...feet long with a crest width of 15 feet. It is in the small size and high hazard potential category. The structure impounds a 5.5 acre lake used for
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1980-02-01
BENNINGTON STATE OF VERMONT APPROX. SCALE IN MILES SUCKER BROOK DAM LOCATION MAP GORDON E AINSWORTH & ASSOCIATES INC Fviil 20 SU6ARLOAF STSUHDEFEDMASS...New Hampshire and Vermont - Water Year 1977", USGS Water-Data Report NH-Vf-77-l, U.S. Geologi - 0 cal Survey, Boston, Ma., 1978. 20. "Climatological...34’.’ -_’_,’’- ".’’° , ’J LrLi . m""_"’"L % " , , " °. • .. RICHELIEU RIVER BASIN TOWN OF SALISBURY ADDISON COUNTY, VERMONT 0o (0 Ln SUCKER
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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
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1980-08-01
4 985 G DEPARTMENT OF THE ARMY [ NEW ENGLAND DIVISION, CORPS OF ENGINEERS WALTHAM, MASS. 02154 * DI~~~~h~ U~M ~qE M W A " AUGUST 1_App buomr w...AODREO9(if diffemen IC l mMA OfUice) IS. SECURITY CLASS. (of ShJi r.90,) UNCLASSIFIED IS. DC-ASSI FIC ATION/DOWNGRADIN G SCN DULE I6. DISTRIBUTION... g . Purpose of Dam 2 h. Design and Construction History 3 i. Normal Operational Procedure 3 1.3 Pertinent Data 3 2. ENGINEERING DATA 2.1 Design
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30 CFR 910.817 - Performance standards-underground mining activities.
Code of Federal Regulations, 2013 CFR
2013-07-01
... with the Georgia Safe Dams Act and Rules for Safety of the Natural Resources, Environmental Protection Division; the Solid Waste Management Rules of the Georgia Department of Natural Resources, Environmental Protection Division, Chapter 391-3-4; and the Georgia Seed Laws and Regulation 4. [47 FR 36399, Aug. 19, 1982...
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30 CFR 910.816 - Performance standards-surface mining activities.
Code of Federal Regulations, 2013 CFR
2013-07-01
... except in compliance with the Georgia Safe Dams Act and Rules for Safety of the Natural Resources, Environmental Protection Division; the Solid Waste Management Rules of the Georgia Department of Natural Resources, Environmental Protection Division, Chapter 391-3-4; and the Georgia Seed Laws and Regulation 4...
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30 CFR 910.817 - Performance standards-underground mining activities.
Code of Federal Regulations, 2014 CFR
2014-07-01
... with the Georgia Safe Dams Act and Rules for Safety of the Natural Resources, Environmental Protection Division; the Solid Waste Management Rules of the Georgia Department of Natural Resources, Environmental Protection Division, Chapter 391-3-4; and the Georgia Seed Laws and Regulation 4. [47 FR 36399, Aug. 19, 1982...
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30 CFR 910.817 - Performance standards-underground mining activities.
Code of Federal Regulations, 2012 CFR
2012-07-01
... with the Georgia Safe Dams Act and Rules for Safety of the Natural Resources, Environmental Protection Division; the Solid Waste Management Rules of the Georgia Department of Natural Resources, Environmental Protection Division, Chapter 391-3-4; and the Georgia Seed Laws and Regulation 4. [47 FR 36399, Aug. 19, 1982...
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30 CFR 910.816 - Performance standards-surface mining activities.
Code of Federal Regulations, 2012 CFR
2012-07-01
... except in compliance with the Georgia Safe Dams Act and Rules for Safety of the Natural Resources, Environmental Protection Division; the Solid Waste Management Rules of the Georgia Department of Natural Resources, Environmental Protection Division, Chapter 391-3-4; and the Georgia Seed Laws and Regulation 4...
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30 CFR 910.816 - Performance standards-surface mining activities.
Code of Federal Regulations, 2014 CFR
2014-07-01
... except in compliance with the Georgia Safe Dams Act and Rules for Safety of the Natural Resources, Environmental Protection Division; the Solid Waste Management Rules of the Georgia Department of Natural Resources, Environmental Protection Division, Chapter 391-3-4; and the Georgia Seed Laws and Regulation 4...
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Brief reconnaissance study for the addition of hydropower for Lake Manatee Dam, Bradenton, Florida
DOE Office of Scientific and Technical Information (OSTI.GOV)
Gebhard, T.G. Jr.
1983-02-24
The following are presented: summary sheet; site description; business data; environmental, institutional, and safety data; plant characteristics and power potential; project economics; and photographs. It was concluded that the development of hydroelectric power at this site does not appear to be economically feasible. (MHR)
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DOE Office of Scientific and Technical Information (OSTI.GOV)
MATALUCCI,RUDOLPH V.; O'CONNOR,SHARON
The mission of the Architectural Surety{trademark} program at Sandia National Laboratories is to assure the performance of buildings, facilities, and other infrastructure systems under normal, abnormal, and malevolent threat conditions. Through educational outreach efforts in the classroom, at conferences, and presentations such as this one, public and professional awareness of the need to defuse and mitigate such threats is increased. Buildings, airports, utilities, and other kinds of infrastructure deteriorate over time, as evidenced most dramatically by the crumbling cities and aging buildings, bridges, and other facility systems. Natural disasters such as tornadoes, earthquakes, hurricanes, and flooding also stress the materialsmore » and structural elements of the built environment. In addition, criminals, vandals, and terrorists attack federal buildings, dams, bridges, tunnels, and other public and private facilities. Engineers and architects are beginning to systematically consider these threats during the design, construction, and retrofit phases of buildings and infrastructures and are recommending advanced research in new materials and techniques. Existing building codes and standards do not adequately address nor protect the infrastructure or the public from many of these emerging threats. The activities in Sandia National Laboratories' Architectural Surety{trademark} efforts take a risk management approach to enhancing the safety, security, and reliability of the constructed environment. The technologies and techniques developed during Sandia's 50 years as the nation's lead laboratory for nuclear weapons surety are now being applied to assessing and reducing the vulnerability of dams, to enhancing the safety and security of staff in foreign embassies, and assuring the reliability of other federal facilities. High consequence surety engineering and design brings together technological advancements, new material requirements, systems integration, and risk management to improve the safety, security, and reliability of the as-built environment. The thrust of this paper is the role that new materials can play in protecting the infrastructure. Retrofits of existing buildings, innovative approaches to the design and construction of new facilities, and the mitigation of consequences in the event of an unpreventable disaster are some of the areas that new construction materials can benefit the Architectural Surety{trademark} of the constructed environment.« less
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I Workshop on Science and Astronomy at the DAM of the UB
NASA Astrophysics Data System (ADS)
Masana, E.; Ribas, S. J.; Jordi, C.; Gómez, V.
The Department of Astronomy and Meteorology (DAM) of the University of Barcelona organized the I Workshop on Science and Astronomy for Youth in November 2007, with the title The Sun: Radiation and Gravitation, as one of its outreach activities for high school students. About 350 participants took part in four different activities during the Workshop. On one hand, some days before the beginning of the activities, some DAM members went to the different high schools to present the sessions and introduce some key concepts to follow them. On the other hand, during their visit to the facilities of the Physics Faculty and the Astronomy Department of the University of Barcelona, they took part in: an observation of the Sun looking at sunspots, and a short lecture on safety rules on Sun's observations and on the Sun's structure and activity; a lecture with the title Why do stars shine?; and a computer experience named Gravitation: Kepler's 3rd Law.
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22 CFR 216.2 - Applicability of procedures.
Code of Federal Regulations, 2010 CFR
2010-04-01
... river basin development; (ii) Irrigation or water management projects, including dams and impoundments... projects, programs or activities authorized or approved by A.I.D. and to substantive amendments or extensions of ongoing projects, programs, or activities. (b) Exemptions. (1) Projects, programs or activities...
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NASA Astrophysics Data System (ADS)
Doyle, M. W.
2010-12-01
US infrastructure expanded dramatically in the mid-20th century, and now includes more than 79,000 dams, 15,000 miles of levees, 3.7 million miles of roads, 600,000 miles of sewer pipe, 500,000 onshore oil wells, and over 4,000 offshore oil platforms. Many structures have been in place for 50 years or more, and an increasing portion of national infrastructure is approaching or exceeding its originally intended design life. Bringing national infrastructure to acceptable levels would cost nearly 10% of the US annual GDP. Decommissioning infrastructure can decrease public spending and increase public safety while facilitating economic expansion and ecological restoration. While most infrastructure remains critical to the national economy, a substantial amount is obsolete or declining in importance. Over 11,000 dams are abandoned, and of nearly 400,000 miles of road on its lands, the U.S. Forest Service considers one-fourth non-essential and often non-functional. Removing obsolete infrastructure allows greater focus and funding on maintaining or improving infrastructure most critical to society. Moreover, a concerted program of infrastructure decommissioning promises significant long-term cost savings, and is a necessary step before more substantial, systematic changes are possible, like those needed to address the new energy sources and shifting climate. One key challenge for infrastructure reform is how to prioritize and implement such a widespread and politically-charged series of decisions. Two approaches are proposed for different scales. For small, private infrastructure, emerging state and federal ecosystem service markets can provide an economic impetus to push infrastructure removal. Ecosystem market mechanisms may also be most effective at identifying those projects with the greatest ecological bang for the buck. Examples where this approach has proved successful include dam removal for stream mitigation under the Clean Water Act, and levee decommissioning on the Missouri and Iowa Rivers for wildlife conservation areas. Programs that link offshore oil platform decommissioning to marine conservation areas are also notable examples of creative linkages between infrastructure and conservation efforts. For federal infrastructure, the forthcoming Water Resources Development Act (WRDA) should include a BRAC-like program. Faced with a number of aging military bases, the Department of Defense (DOD) began identifying installations it would rather close than maintain or modernize. Overcoming political hurdles was accomplished via the Base Realignment and Closure Commission (BRAC), a bi-partisan commission that buffered politicians by creating a slate of closures for Congress and the President to approve or scuttle in toto. From 1988-2005, BRACs closed > 125 military installations, saving > $50 billion. DOD advocated BRAC because it increased efficiency by focusing funding on those bases central to DODs mission, and removed base funding decisions from political influence. Regardless of the approach, society must develop approaches from which to base difficult end-of-life decisions for infrastructure. In most cases, removing obsolete infrastructure can allow focus on infrastructure that remains critical to society.
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1979-04-01
top of the concrete for dowels. September 4, 1929. At 7:00 A. K. five men began concreting. Mr. - vans was at the work this morning. A thin mixture was...not carried below the surfatc jjhch iapytially rock fill and partially earth, pparently. he walls nay not prove very per- manen but they af rd a good
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1980-04-01
ACPArS 5O $L.CP PON30 AP4A CC. -ZOO 1,550 ACAGS re Z4-01 2ZW Zne-r Ra’iin! 4// if 2/ ,idX6.S xග. ’Ro /20%1 A ?~~~~~~~~ AosqSos ~VISy~-Ce(cgs 77~z (Z
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User's guide for a general purpose dam-break flood simulation model (K-634)
Land, Larry F.
1981-01-01
An existing computer program for simulating dam-break floods for forecast purposes has been modified with an emphasis on general purpose applications. The original model was formulated, developed and documented by the National Weather Service. This model is based on the complete flow equations and uses a nonlinear implicit finite-difference numerical method. The first phase of the simulation routes a flood wave through the reservoir and computes an outflow hydrograph which is the sum of the flow through the dam 's structures and the gradually developing breach. The second phase routes this outflow hydrograph through the stream which may be nonprismatic and have segments with subcritical or supercritical flow. The results are discharge and stage hydrographs at the dam as well as all of the computational nodes in the channel. From these hydrographs, peak discharge and stage profiles are tabulated. (USGS)
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American Recovery and Reinvestment Act: North Fork Skokomish Powerhouse at Cushman No. 2 Dam
DOE Office of Scientific and Technical Information (OSTI.GOV)
Fischer, Steve; McCarty, Patrick
2013-09-30
The objective of this project was to add generating capacity on an in-stream flow release at Tacoma Power's Cushman hydroelectric project, Cushman No. 2 Dam, FERC Project P-460. The flow that is being used to generate additional electricity was being discharged from a valve at the base of the dam without recovery of the energy. A second objective to the project was to incorporate upstream fish passage by use of a fish collection structure attached to the draft tubes of the hydroelectric units. This will enable reintroduction of native anadromous fish above the dams which have blocked fish passage sincemore » the late 1920's. The project was funded in part by the American Recovery and Reinvestment Act through the Department of Energy, Office of Energy, Efficiency and Renewable Energy, Wind and Water Power Program.« less
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NASA Astrophysics Data System (ADS)
Marston, Richard A.; Mills, John D.; Wrazien, David R.; Bassett, Beau; Splinter, Dale K.
2005-10-01
In 1906, the Bureau of Reclamation created Jackson Lake Dam on the Snake River in what later became Grand Teton National Park. The geomorphic, hydrologic and vegetation adjustments downstream of the dam have yet to be documented. After a larger reservoir was completed further downstream in 1957, the reservoir release schedule from Jackson Lake Dam was changed in a manner that lowered the magnitude and frequency of floods. The stability of the Snake River exhibited a complex response to the change in flow regime. Close to major tributaries, the Snake River increased in total sinuosity and rates of lateral channel migration. Away from the influence of tributaries, the river experienced fewer avulsions and a decrease in sinuosity. Vegetation maps were constructed from 1945 and 1989 aerial photography and field surveys. Using these data, we determined how vegetation is directly related to the number of years since each portion of the floodplain was last occupied by the channel. The vegetation has changed from a flood-pulse dominated mosaic to a more terrestrial-like pattern of succession. Changes in the Snake River and its floodplain have direct implications on bald eagle habitat, moose habitat, fish habitat, safety of rafting and canoeing, and biodiversity at the community and species levels.
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Rock Island Dam Smolt Monitoring; 1994-1995 Annual Report.
DOE Office of Scientific and Technical Information (OSTI.GOV)
Truscott, Keith B.; Fielder, Paul C.
1995-10-01
Downstream migrating salmon and steelhead trout (Oncorhynchus spp.) smolts were monitored at the Rock Island Dam bypass trap from April 1 - August 31, 1954. This was the tenth consecutive year that the bypass trap was monitored. Data collected included: (1) number of fish caught by species, (2) number of adipose clipped and/or Passive Integrated Transponder (PIT) tagged fish caught by species, (3) daily average riverflow, (4) daily average powerhouse No. 1 and No. 2 flows and daily average spill. These data were transmitted to the Fish Passage Center, which manages the Smolt Monitoring Program throughout the Columbia River Basin.more » The Smolt Monitoring Program is used to manage the {open_quotes}water budget{close_quotes}, releasing upstream reservoir water storage allocated to supplement river flows to enhance survival of downstream migrating juvenile salmonids. The Rock Island Dam trapping facility collected 37,795 downstream migrating salmonids in 1994. Collected fish included 4 yearling and 4 sub-yearling chinook salmon (O. tshawytscha) that had been previously PIT tagged to help determine migration rates. Additionally, 1,132 sub-yearling chinook, 4,185 yearling chinook, 6,627 steelhead, (O. mykiss) and 422 sockeye (O. nerka) with clipped adipose fins were collected. The middle 80% of the 1994 spring migration (excluding sub-yearling chinooks) passed Rock Island Dam during a 34 day period, April 25 - May 28. Passage rates of chinook and steelhead smolts released from hatcheries and the downstream migration timing of all salmonids are presented. The spring migration timing of juvenile salmonids is strongly influenced by hatchery releases above Rock Island Dam.« less
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1981-05-01
de DAM4 -3;- \\ 1 I P 671 1Vt Pon& 7-9M k JXRA- A ’ /’xz , , n: :v K’LSEP...RESERVOIR A4~ Concrete Sp’lwa Stone Approach El . 192.0 Gt os P - ate Well ra . 67 l4.0 la E . 69 . Masnr Tj Te a h Welles and (a Catchp ilsn 48 RACP .e...ITl-43 El 670.1Da Gaale: -- 8 1- E. 7 . 692.c0B - C - ~ Fl. 672.4 -1-. . 694 70 2" ie e Stoney Masnn S-I Ba 318 ’Ln Ccete - npE. 72Loe ’ El . El
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Computer simulation of explosion crater in dams with different buried depths of explosive
NASA Astrophysics Data System (ADS)
Zhang, Zhichao; Ye, Longzhen
2018-04-01
Based on multi-material ALE method, this paper conducted a computer simulation on the explosion crater in dams with different buried depths of explosive using LS-DYNA program. The results turn out that the crater size increases with the increase of buried depth of explosive at first, but closed explosion cavity rather than a visible crater is formed when the buried depth of explosive increases to some extent. The soil in the explosion cavity is taken away by the explosion products and the soil under the explosion cavity is compressed with its density increased. The research can provide some reference for the anti-explosion design of dams in the future.
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Particle Clogging in Filter Media of Embankment Dams: A Numerical and Experimental Study
NASA Astrophysics Data System (ADS)
Antoun, T.; Kanarska, Y.; Ezzedine, S. M.; Lomov, I.; Glascoe, L. G.; Smith, J.; Hall, R. L.; Woodson, S. C.
2013-12-01
The safety of dam structures requires the characterization of the granular filter ability to capture fine-soil particles and prevent erosion failure in the event of an interfacial dislocation. Granular filters are one of the most important protective design elements of large embankment dams. In case of cracking and erosion, if the filter is capable of retaining the eroded fine particles, then the crack will seal and the dam safety will be ensured. Here we develop and apply a numerical tool to thoroughly investigate the migration of fines in granular filters at the grain scale. The numerical code solves the incompressible Navier-Stokes equations and uses a Lagrange multiplier technique which enforces the correct in-domain computational boundary conditions inside and on the boundary of the particles. The numerical code is validated to experiments conducted at the US Army Corps of Engineering and Research Development Center (ERDC). These laboratory experiments on soil transport and trapping in granular media are performed in constant-head flow chamber filled with the filter media. Numerical solutions are compared to experimentally measured flow rates, pressure changes and base particle distributions in the filter layer and show good qualitative and quantitative agreement. To further the understanding of the soil transport in granular filters, we investigated the sensitivity of the particle clogging mechanism to various parameters such as particle size ratio, the magnitude of hydraulic gradient, particle concentration, and grain-to-grain contact properties. We found that for intermediate particle size ratios, the high flow rates and low friction lead to deeper intrusion (or erosion) depths. We also found that the damage tends to be shallower and less severe with decreasing flow rate, increasing friction and concentration of suspended particles. This work performed under the auspices of the U.S. Department of Energy by Lawrence Livermore National Laboratory under Contract DE-AC52-07NA27344 and was sponsored by the Department of Homeland Security (DHS), Science and Technology Directorate, Homeland Security Advanced Research Projects Agency (HSARPA).
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Final report of coordination and cooperation with the European Union on embankment failure analysis
USDA-ARS?s Scientific Manuscript database
There has been an emphasis in the European Union (EU) community on the investigation of extreme flood processes and the uncertainties related to these processes. Over a 3-year period, the EU and the U.S. dam safety community (1) coordinated their efforts and collected information needed to integrate...
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Code of Federal Regulations, 2010 CFR
2010-07-01
... SAFETY STANDARDS, SURFACE COAL MINES AND SURFACE WORK AREAS OF UNDERGROUND COAL MINES Maps § 77.1200 Mine... elevation of any body of water dammed or held back in any portion of the mine: Provided, however, Such bodies of water may be shown on overlays or tracings attached to the mine maps; (g) All prospect drill...
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Mining Index - Div. of Mining, Land, and Water
(Public Land Title) Surveys, Easements and Plats Water Aquatic Farming Dam Safety Navigability Shore Regulations (11 AAC 86) May 3, 2018 Related documents and instructions for public comment are available on our Exploration, Maintenance and Reclamation #6118 and Supporting Documents. View PDF View Page Pogo Mine Public
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2006-06-01
nuclear disaster warning systems,” and “preparedness and planning to reduce the consequences of major terrorist incidents.” In addition, the order...assistance functions,” in addition to dam safety, “natural and nuclear disaster warning systems,” and “the coordination of preparedness and planning to
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-02-05
... Herbert Hoover Dike Major Rehabilitation Project, Martin and Palm Beach Counties AGENCY: Department of the... Supplemental Environmental Impact Statement (SEIS) for Reach 1A on the Herbert Hoover Dike (HHD) Major... required for safety modifications to dams. FOR FURTHER INFORMATION CONTACT: Questions may be forwarded to...
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-04-30
... instrumentation to ensure adequate monitoring and to provide suitable baseline information. 2. Remediation Alternatives. The draft EIS will address an array of remediation alternatives that are necessary to prevent... benefits. The exact nature and extent of the remediation alternatives will be determined based on the...
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1980-06-01
lot Spooil 2 -.. * -*/ .. . *. . . . . . . , ,_- * j.... . . .\\ %" -* e DEPARTMENT OF THE ARMY 424 TRAPELO ROAD WALTHAM. MASSACHUSETTS 02254 REPLY TO...Feet .El Top .............El. Natural Ground ............. Width Top ........................................ Width of Botton ...nilllwa 4 t mg with M aw =bte wiatg All in good condition.- t -.L E*L. Top EI.Natural Ground Vidth Top________ Width of Borrom Upstream Slope Downstream
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1979-05-01
QUADRANGLE 1949* GEOOGIALSUREYAMS 6569 I-SERIES V712 LOVEWELL MOUNTAIN QUADRANGLE 1957 AMS 6570 I1-SERIES V712 ix S w9 IM IM w IMP U U U U F.ARISVILLE POND...4 UNIED STTES EW AMPSHGE DEPARTMENT OF INTERIOR MONADNOCK QUADRANGLE 1949 GEOLOGICAL SURVEY AMS 6569 I-SERIES V712 LOVEWELL MOUNTAIN QUADRANGLE 1957
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Wildlife Habitat Impact Assessment, Chief Joseph Dam Project, Washington : Project Report 1992.
DOE Office of Scientific and Technical Information (OSTI.GOV)
Kuehn, Douglas; Berger, Matthew
1992-01-01
Under the Pacific Northwest Electric Power Planning and Conservation Act of 1980, and the subsequent Northwest Power Planning Council`s Columbia River Basin Fish and Wildlife Program, a wildlife habitat impact assessment and identification of mitigation objectives have been developed for the US Army Corps of Engineer`s Chief Joseph Dam Project in north-central Washington. This study will form the basis for future mitigation planning and implementation.
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Novel Synergistic Protective Efficacy of Atovaquone and Diclazuril on Fetal-Maternal Toxoplasmosis
Oz, Helieh S.
2014-01-01
Over 1 billion people globally are estimated to be infected with Toxoplasma gondii with severe or unknown consequences and no safe and effective therapies are available against congenital or persistent chronic infection. We propose that atovaquone and diclazuril synergistically protect against fetal-maternal toxoplasmosis. Methods Programmed pregnant mice were treated with atovaquone and diclazuril monotherapy, or combined (atovaquone + diclazuril) therapy and infected with tachyzoites (0, 300, 600) and the course of infection was studied. Results Infected dams with low dose (300) developed moderate toxoplasmosis complications and treatments were similarly effective with minor differences between monotherapies. In contrast, major differences were observed amongst varied treatments during high-dose (600) infection and severe related- toxoplasmosis complications as follows. Dams developed hydrothorax, ascities and excess weight gain. Combined therapy (P < 0.01) and to a lesser extent diclazuril monotherapy (P < 0.05) protected dams from excess weight, hydrothorax, and ascities. Infected dams exhibited splenomegaly, hepatomegaly and severe hepatitis. Combined therapy synergistically normalized pathology (P < 0.001) and to a lesser degree monotherapy (diclazuril P < 0.01, and atovaquone P < 0.05) protected dams from hepatitis and splemomegaly. Additionally, behavioral response to pain stimuli and fetal weight and fetal numbers were significantly preserved in treated dams Conclusions This is the first report describing combined atovaquone and diclazuril therapy (a) to be safe in pregnancy, (b) to exert novel synergistic effects, and (c) to protect dams and their nested fetuses against adverse effects of severe toxoplasmosis. PMID:25210646
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Chen, Minjie; Liang, Shuai; Zhou, Huifen; Xu, Yanyi; Qin, Xiaobo; Hu, Ziying; Wang, Xiaoke; Qiu, Lianglin; Wang, Wanjun; Zhang, Yuhao; Ying, Zhekang
2017-01-18
Obesity is one of the leading threats to global public health. It is consequent to abnormal energy metabolism. Currently, it has been well established that maternal exposure to environmental stressors that cause inappropriate fetal development may have long-term adverse effects on offspring energy metabolism in an exposure timing-dependent manner, known as developmental programming of health and diseases paradigm. Rapidly increasing evidence has indicated that maternal exposure to ambient fine particles (PM 2.5 ) correlates to abnormal fetal development. In the present study, we therefore assessed whether maternal exposure to diesel exhaust PM 2.5 (DEP), the major component of ambient PM 2.5 in urban areas, programs offspring energy metabolism, and further examined how the timing of exposure impacts this programming. The growth trajectory of offspring shows that although prenatal maternal exposure to DEP did not impact the birth weight of offspring, it significantly decreased offspring body weight from postnatal week 2 until the end of observation. This weight loss effect of prenatal maternal exposure to DEP coincided with decreased food intake but not alteration in brown adipose tissue (BAT) morphology. The hypophagic effect of prenatal maternal exposure to DEP was in concord with decreased hypothalamic expression of an orexigenic peptide NPY, suggesting that the prenatal maternal exposure to DEP impacts offspring energy balance primarily through programming of food intake. Paradoxically, the reduced body weight resulted from prenatal maternal exposure to DEP was accompanied by increased mass of epididymal adipose tissue, which was due to hyperplasia as morphological analysis did not observe any hypertrophy. In direct contrast, the postnatal mothering by DEP-exposed dams increased offspring body weight during lactation and adulthood, paralleled by markedly increased fat accumulation and decreased UCP1 expression in BAT but not alteration in food intake. The weight gain induced by postnatal mothering by DEP-exposed dams was also expressed as an increased adiposity. But it concurred with a marked hypertrophy of adipocytes. Prenatal and postnatal mothering by DEP-exposed dams differentially program offspring energy metabolism, underscoring consideration of the exposure timing when examining the adverse effects of maternal exposure to ambient PM 2.5 .
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Beeman, J.W.; Maule, A.G.
2006-01-01
The in situ depths of juvenile salmonids Oncorhynchus spp. were studied to determine whether hydrostatic compensation was sufficient to protect them from gas bubble disease (GBD) during exposure to total dissolved gas (TDG) supersaturation from a regional program of spill at dams meant to improve salmonid passage survival. Yearling Chinook salmon O. tshawytscha and juvenile steelhead O. mykiss implanted with pressure-sensing radio transmitters were monitored from boats while they were migrating between the tailrace of Ice Harbor Dam on the Snake River and the forebay of McNary Dam on the Columbia River during 1997-1999. The TDG generally decreased with distance from the tailrace of the dam and was within levels known to cause GBD signs and mortality in laboratory bioassays. Results of repeated-measures analysis of variance indicated that the mean depths of juvenile steelhead were similar throughout the study area, ranging from 2.0 m in the Snake River to 2.3 m near the McNary Dam forebay. The mean depths of yearling Chinook salmon generally increased with distance from Ice Harbor Dam, ranging from 1.5 m in the Snake River to 3.2 m near the forebay. Juvenile steelhead were deeper at night than during the day, and yearling Chinook salmon were deeper during the day than at night. The TDG level was a significant covariate in models of the migration depth and rates of each species, but no effect of fish size was detected. Hydrostatic compensation, along with short exposure times in the area of greatest TDG, reduced the effects of TDG exposure below those generally shown to elicit GBD signs or mortality. Based on these factors, our results indicate that the TDG limits of the regional spill program were safe for these juvenile salmonids.
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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
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1980-02-01
There are three anti-vortex walls placed perpendicular to and across the top of the weir walls with a solid concrete platform bridging the two upstream...F- cc: wIX 0 0-. w a -- a: U : <w >- w w 0o 0 w ~ I a .. U&SO 5U "* " - . V , -. - - -. -. "." " r ". -V-, .- --- "i - -.- r w
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1981-08-01
elevation 47.5) is 394,000 cfs. , "C. Elevations (feet above NGVD) (1) Streambed at toe of dam (approximate) 0.0 (2) Botton of cutoff Unknown (3) Maximum...diameter. Condition of Discharge Channel Canal appears to be silted in. Two parking lots have been constructed in the canal, but culverts were...Checked ~ ~ t Date ’ 4J~ aw a7W 4r Śewww APajd1 ~/v’* ccuot AM 4W r1.0W OWj M49AA a 44r0 OA, Te J~xOOr 0. SS40Wl llhwWl 4/ toS~ Al fA ~w~’~y’ XV0
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Dam failure analysis for the Lago El Guineo Dam, Orocovis, Puerto Rico
Gómez-Fragoso, Julieta; Heriberto Torres-Sierra,
2016-08-09
The U.S. Geological Survey, in cooperation with the Puerto Rico Electric Power Authority, completed hydrologic and hydraulic analyses to assess the potential hazard to human life and property associated with the hypothetical failure of the Lago El Guineo Dam. The Lago El Guineo Dam is within the headwaters of the Río Grande de Manatí and impounds a drainage area of about 4.25 square kilometers.The hydrologic assessment was designed to determine the outflow hydrographs and peak discharges for Lago El Guineo and other subbasins in the Río Grande de Manatí hydrographic basin for three extreme rainfall events: (1) a 6-hour probable maximum precipitation event, (2) a 24-hour probable maximum precipitation event, and (3) a 24-hour, 100-year recurrence rainfall event. The hydraulic study simulated a dam failure of Lago El Guineo Dam using flood hydrographs generated from the hydrologic study. The simulated dam failure generated a hydrograph that was routed downstream from Lago El Guineo Dam through the lower reaches of the Río Toro Negro and the Río Grande de Manatí to determine water-surface profiles developed from the event-based hydrologic scenarios and “sunny day” conditions. The Hydrologic Engineering Center’s Hydrologic Modeling System (HEC–HMS) and Hydrologic Engineering Center’s River Analysis System (HEC–RAS) computer programs, developed by the U.S. Army Corps of Engineers, were used for the hydrologic and hydraulic modeling, respectively. The flow routing in the hydraulic analyses was completed using the unsteady flow module available in the HEC–RAS model.Above the Lago El Guineo Dam, the simulated inflow peak discharges from HEC–HMS resulted in about 550 and 414 cubic meters per second for the 6- and 24-hour probable maximum precipitation events, respectively. The 24-hour, 100-year recurrence storm simulation resulted in a peak discharge of about 216 cubic meters per second. For the hydrologic analysis, no dam failure conditions are considered within the model. The results of the hydrologic simulations indicated that for all hydrologic conditions scenarios, the Lago El Guineo Dam would not experience overtopping. For the dam breach hydraulic analysis, failure by piping was the selected hypothetical failure mode for the Lago El Guineo Dam.Results from the simulated dam failure of the Lago El Guineo Dam using the HEC–RAS model for the 6- and 24-hour probable maximum precipitation events indicated peak discharges below the dam of 1,342.43 and 1,434.69 cubic meters per second, respectively. Dam failure during the 24-hour, 100-year recurrence rainfall event resulted in a peak discharge directly downstream from Lago El Guineo Dam of 1,183.12 cubic meters per second. Dam failure during sunny-day conditions (no precipitation) produced a peak discharge at Lago El Guineo Dam of 1,015.31 cubic meters per second assuming the initial water-surface elevation was at the morning-glory spillway invert elevation.The results of the hydraulic analysis indicate that the flood would extend to many inhabited areas along the stream banks from the Lago El Guineo Dam to the mouth of the Río Grande as a result of the simulated failure of the Lago El Guineo Dam. Low-lying regions in the vicinity of Ciales, Manatí, and Barceloneta, Puerto Rico, are among the regions that would be most affected by failure of the Lago El Guineo Dam. Effects of the flood control (levee) structure constructed in 2000 to provide protection to the low-lying populated areas of Barceloneta, Puerto Rico, were considered in the hydraulic analysis of dam failure. The results indicate that overtopping can be expected in the aforementioned levee during 6- and 24-hour probable maximum precipitation events. The levee was not overtopped during dam failure scenarios under the 24-hour, 100-year recurrence rainfall event or sunny-day conditions.
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Using a coupled eco-hydrodynamic model to predict habitat for target species following dam removal
Tomsic, C.A.; Granata, T.C.; Murphy, R.P.; Livchak, C.J.
2007-01-01
A habitat suitability index (HSI) model was developed for a water quality sensitive fish (Greater Redhorse) and macroinvertebrate (Plecoptera) species to determine the restoration success of the St. John Dam removal for the Sandusky River (Ohio). An ArcGIS?? model was created for pre- and post-dam removal scenarios. Inputs to the HSI model consist of substrate distributions from river surveys, and water level and velocity time series, outputs from a hydrodynamic model. The ArcGIS?? model predicted habitat suitability indices at 45 river cross-sections in the hydrodynamic model. The model was programmed to produce polygon layers, using graphical user interfaces that were displayed in the ArcGIS?? environment. The results of the model clearly show an increase of habitat suitability from pre- to post-dam removal periods and in the former reservoir. The change in suitability of the model is attributed mostly to the change in depth in the river following the dam removal for both the fish and invertebrate species. The results of the invertebrate model followed the same positive trend as species enumerations from the river basin. ?? 2007 Elsevier B.V. All rights reserved.
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Grand Canyon Monitoring and Research Center
Hamill, John F.
2009-01-01
The Grand Canyon of the Colorado River, one of the world's most spectacular gorges, is a premier U.S. National Park and a World Heritage Site. The canyon supports a diverse array of distinctive plants and animals and contains cultural resources significant to the region's Native Americans. About 15 miles upstream of Grand Canyon National Park sits Glen Canyon Dam, completed in 1963, which created Lake Powell. The dam provides hydroelectric power for 200 wholesale customers in six western States, but it has also altered the Colorado River's flow, temperature, and sediment-carrying capacity. Over time this has resulted in beach erosion, invasion and expansion of nonnative species, and losses of native fish. Public concern about the effects of Glen Canyon Dam operations prompted the passage of the Grand Canyon Protection Act of 1992, which directs the Secretary of the Interior to operate the dam 'to protect, mitigate adverse impacts to, and improve values for which Grand Canyon National Park and Glen Canyon National Recreation Area were established...' This legislation also required the creation of a long-term monitoring and research program to provide information that could inform decisions related to dam operations and protection of downstream resources.
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Impact of Climate Change and Human Intervention on River Flow Regimes
NASA Astrophysics Data System (ADS)
Singh, Rajendra; Mittal, Neha; Mishra, Ashok
2017-04-01
Climate change and human interventions like dam construction bring freshwater ecosystem under stress by changing flow regime. It is important to analyse their impact at a regional scale along with changes in the extremes of temperature and precipitation which further modify the flow regime components such as magnitude, timing, frequency, duration, and rate of change of flow. In this study, the Kangsabati river is chosen to analyse the hydrological alterations in its flow regime caused by dam, climate change and their combined impact using Soil and Water Assessment Tool (SWAT) and the Indicators of Hydrologic Alteration (IHA) program based on the Range of Variability Approach (RVA). Results show that flow variability is significantly reduced due to dam construction with high flows getting absorbed and pre-monsoon low flows being augmented by the reservoir. Climate change alone reduces the high peaks whereas a combination of dam and climate change significantly reduces variability by affecting both high and low flows, thereby further disrupting the functioning of riverine ecosystems. Analysis shows that in the Kangsabati basin, influence of dam is greater than that of the climate change, thereby emphasising the significance of direct human intervention. Keywords: Climate change, human impact, flow regime, Kangsabati river, SWAT, IHA, RVA.
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Martin Agnoux, Aurore; El Ghaziri, Angélina; Moyon, Thomas; Pagniez, Anthony; David, Agnès; Simard, Gilles; Parnet, Patricia; Qannari, El Mostafa; Darmaun, Dominique; Antignac, Jean-Philippe; Alexandre-Gouabau, Marie-Cécile
2018-05-01
Perinatal undernutrition affects not only fetal and neonatal growth but also adult health outcome, as suggested by the metabolic imprinting concept. However, the exact mechanisms underlying offspring metabolic adaptations are not yet fully understood. Specifically, it remains unclear whether the gestation or the lactation is the more vulnerable period to modify offspring metabolic flexibility. We investigated in a rodent model of intrauterine growth restriction (IUGR) induced by maternal protein restriction (R) during gestation which time window of maternal undernutrition (gestation, lactation or gestation-lactation) has more impact on the male offspring metabolomics phenotype. Plasma metabolome and hepatic lipidome of offspring were characterized through suckling period and at adulthood using liquid chromatography-high-resolution mass spectrometry. Multivariate analysis of these fingerprints highlighted a persistent metabolomics signature in rats suckled by R dams, with a clear-cut discrimination from offspring fed by control (C) dams. Pups submitted to a nutritional switch at birth presented a metabolomics signature clearly distinct from that of pups nursed by dams maintained on a consistent perinatal diet. Control rats suckled by R dams presented transiently higher branched-chain amino acid (BCAA) oxidation during lactation besides increased fatty acid (FA) β-oxidation, associated with preserved insulin sensitivity and lesser fat accretion that persisted throughout their life. In contrast, IUGR rats displayed permanently impaired β-oxidation, associated to increased glucose or BCAA oxidation at adulthood, depending on the fact that pups experienced slow postnatal or catch-up growth, as suckled by R or C dams, respectively. Taken together, these findings provide evidence for a significant contribution of the lactation period in metabolic programming. Copyright © 2018 Elsevier Inc. All rights reserved.
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Kaftan, V. I.; Ustinov, A. V.
The feasibility of using global radio-navigation satellite systems (GNSS) to improve functional safety of high-liability water-development works - dams at hydroelectric power plants, and, consequently, the safety of the population in the surrounding areas is examined on the basis of analysis of modern publications. Characteristics for determination of displacements and deformations with use of GNSS, and also in a complex with other types of measurements, are compared. It is demonstrated that combined monitoring of deformations of the ground surface of the region, and engineering and technical structures is required to ensure the functional safety of HPP, and reliable metrologic assurancemore » of measurements is also required to obtain actual characteristics of the accuracy and effectiveness of GNSS observations.« less
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Federal Register 2010, 2011, 2012, 2013, 2014
2010-10-19
... protect the waterways, waterway users, and vessels from hazards associated with intensive fish sampling... sampling efforts will include the setting of nets throughout this portion of the Chicago Sanitary and Ship Canal. The purpose of this sampling is to provide essential information in connection with efforts to...
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78 FR 19988 - Safety Zone; BWRC Spring Classic, Parker, AZ
Federal Register 2010, 2011, 2012, 2013, 2014
2013-04-03
... of the navigable waters of the Colorado River in Parker, Arizona for the Blue Water Resort and Casino... California Speedboat Club is sponsoring the Blue Water Resort and Casino Spring Classic, which is held on the... Headgate Dam and 0.5 miles north of the Blue Water Marina in Parker, Arizona. Before the effective period...
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1981-10-01
elevations. Alpine grasses and brush and barren or snow-covered areas occur above the timberline . Most of - the basin’s rangelands and almost all of the...Sportsman Lodge , Kini- kinik, Arrowhead Lodge , Glen Echo, Rustic, Indian Meadows, Mishawaka, and Poudre Park. Plates 5 through 11 show the distribution
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Federal Register 2010, 2011, 2012, 2013, 2014
2013-12-17
... Aurora, Colorado (southeast Denver metropolitan area). The remediation actions will be identified through... options may include federal actions which will be the subject of the EIS. 2. Remediation Alternatives. The draft EIS will address an array of remediation alternatives that could reduce the risk of life loss...
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Monitoring of the Earth's surface deformation in the area of water dam Zarnowiec
NASA Astrophysics Data System (ADS)
Mojzes, Marcel; Wozniak, Marek; Habel, Branislav; Macak, Marek
2017-04-01
Mathematical and physical research directly motivates geodetic community which can provide very accurate measurements for testing of the proposed models Earth's surface motion near the water dams should be monitored due to the security of the area. This is a process which includes testing of existing models and their physical parameters. Change of the models can improve the practical results for analyzing the trends of motion in the area of upper reservoir of water dam Zarnowiec. Since 1998 Warsaw University of Technology realized a research focused on the horizontal displacements of the upper reservoir of water dam Zarnowiec. The 15 selected control points located on the upper reservoir crown of the water dam were monitored by classical distance measurements. It was found out that changes in the object's geometry occur due to the variation of the water level. The control measurements of the changes in the object's geometry occurring during the process of emptying and filling of the upper reservoir of water dam were compared with the deformations computed using improved Boussinesqués method programmed in the software MATLAB and ANSYS for elastic and isotropic half space as derivation of suitable potentials extended to the loaded region. The details and numerical results of this process are presented This presentation was prepared within the project "National Centre for Diagnostic of the Earth's Surface Deformations in the Area of Slovakia", ITMS code: 26220220108.
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Procacci, Piero
2016-06-27
We present a new release (6.0β) of the ORAC program [Marsili et al. J. Comput. Chem. 2010, 31, 1106-1116] with a hybrid OpenMP/MPI (open multiprocessing message passing interface) multilevel parallelism tailored for generalized ensemble (GE) and fast switching double annihilation (FS-DAM) nonequilibrium technology aimed at evaluating the binding free energy in drug-receptor system on high performance computing platforms. The production of the GE or FS-DAM trajectories is handled using a weak scaling parallel approach on the MPI level only, while a strong scaling force decomposition scheme is implemented for intranode computations with shared memory access at the OpenMP level. The efficiency, simplicity, and inherent parallel nature of the ORAC implementation of the FS-DAM algorithm, project the code as a possible effective tool for a second generation high throughput virtual screening in drug discovery and design. The code, along with documentation, testing, and ancillary tools, is distributed under the provisions of the General Public License and can be freely downloaded at www.chim.unifi.it/orac .
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NASA Astrophysics Data System (ADS)
Love, C. A.; Skahill, B. E.; AghaKouchak, A.; Karlovits, G. S.; England, J. F.; Duren, A. M.
2017-12-01
We compare gridded extreme precipitation return levels obtained using spatial Bayesian hierarchical modeling (BHM) with their respective counterparts from a traditional regional frequency analysis (RFA) using the same set of extreme precipitation data. Our study area is the 11,478 square mile Willamette River basin (WRB) located in northwestern Oregon, a major tributary of the Columbia River whose 187 miles long main stem, the Willamette River, flows northward between the Coastal and Cascade Ranges. The WRB contains approximately two thirds of Oregon's population and 20 of the 25 most populous cities in the state. The U.S. Army Corps of Engineers (USACE) Portland District operates thirteen dams and extreme precipitation estimates are required to support risk informed hydrologic analyses as part of the USACE Dam Safety Program. Our intent is to profile for the USACE an alternate methodology to an RFA that was developed in 2008 due to the lack of an official NOAA Atlas 14 update for the state of Oregon. We analyze 24-hour annual precipitation maxima data for the WRB utilizing the spatial BHM R package "spatial.gev.bma", which has been shown to be efficient in developing coherent maps of extreme precipitation by return level. Our BHM modeling analysis involved application of leave-one-out cross validation (LOO-CV), which not only supported model selection but also a comprehensive assessment of location specific model performance. The LOO-CV results will provide a basis for the BHM RFA comparison.
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Bobrowiec, Paulo Estefano D; Tavares, Valéria da Cunha
2017-01-01
The modification of Amazonian rivers by the construction of megaprojects of hydroelectric dams has widely increased over the last decade. Robust monitoring programs have been rarely conducted prior to the establishment of dams to measure to what extent the fauna, and its associated habitats may be affected by upcoming impacts. Using bats as models, we performed analyses throughout the area under the influence of the Santo Antônio hydroelectric dam, Southwestern Brazilian Amazonia before its construction to estimate how the fauna and its associated habitats would be affected by the upcoming impacts. We surveyed bats in 49 plots distributed along the areas going to be inundated by the dam and those remaining dry. As predictors for the species distribution, we tested the variables of vegetation structure and topography. Species composition largely differed between the dry plots and the plots located in areas that will be flooded, and this was strongly associated with the variables of forest basal area and elevation. Vegetation-related variables also had strong influence on the guilds distribution. The flooding of lower elevations areas is expected to negatively affect the species number and abundance of frugivorous species. In contrast, it is likely that animalivores will be less vulnerable to dam-induced flooding, since they were abundant in the areas not expect to be inundated. We urge for the implementation of studies to predict impacts caused by large hydroelectric dams, including tests of the influence of the local conditions that shape diversity to avoid massive losses of the biota, and to build preventive monitoring and management actions.
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Analysis of Causes of Uplift Anomalies in the Čierny Váh Subsoil
NASA Astrophysics Data System (ADS)
Bednárová, Emília; Grambličková, Danka; Škvarka, Juraj; Majerčák, Vlastimil; Slávik, Ivan
2017-12-01
The pumped storage hydropower plant of Čierny Váh was created by means of damming up the valley of the Čierny Váh River. The dam is 18.5 m high above terrain and 375 m long in the dam’s crest. Total capacity of the reservoir is 5.1 million m3. Complicated geological conditions in the subsoil of dam’s body - fractured dolomite with local occurrence of tectonic breccia and clays, with the occurrence of intense disturbances - called for the construction of the grouting curtain in the dam’s subsoil. Its depth is about 20 in the area of the riverine plain, and about 60 m in the areas of abutments. During foregoing operations of the structure, more than 30 years, local anomalies in the uplift development in the right abutment’s subsoil of the lower reservoir dam were recorded. Their abnormally high values on the downstream side of grouting curtain have become the subject of extensive discussion and a stimulus for its remediation. To ensure reliable operation of the hydraulic structure a comprehensive analysis of the impact of the long-term operation of the reservoir on the dam safety was carried out. This included an examination of the causes of anomalous development of uplifts using FEM numerical modelling. The paper presents obtained results from this analysis.
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Earthquake Hazard for Aswan High Dam Area
NASA Astrophysics Data System (ADS)
Ismail, Awad
2016-04-01
Earthquake activity and seismic hazard analysis are important components of the seismic aspects for very essential structures such as major dams. The Aswan High Dam (AHD) created the second man-made reservoir in the world (Lake Nasser) and is constructed near urban areas pose a high-risk potential for downstream life and property. The Dam area is one of the seismically active regions in Egypt and is occupied with several cross faults, which are dominant in the east-west and north-south. Epicenters were found to cluster around active faults in the northern part of Lake and AHD location. The space-time distribution and the relation of the seismicity with the lake water level fluctuations were studied. The Aswan seismicity separates into shallow and deep seismic zones, between 0 and 14 and 14 and 30 km, respectively. These two seismic zones behave differently over time, as indicated by the seismicity rate, lateral extent, b-value, and spatial clustering. It is characterized by earthquake swarm sequences showing activation of the clustering-events over time and space. The effect of the North African drought (1982 to present) is clearly seen in the reservoir water level. As it decreased and left the most active fault segments uncovered, the shallow activity was found to be more sensitive to rapid discharging than to the filling. This study indicates that geology, topography, lineations in seismicity, offsets in the faults, changes in fault trends and focal mechanisms are closely related. No relation was found between earthquake activity and both-ground water table fluctuations and water temperatures measured in wells located around the Kalabsha area. The peak ground acceleration is estimated in the dam site based on strong ground motion simulation. This seismic hazard analyses have indicated that AHD is stable with the present seismicity. The earthquake epicenters have recently took place approximately 5 km west of the AHD structure. This suggests that AHD dam must be analyzed with high priority and redesigned to increase the safety of the embankments and their appurtenant structures, if necessary. Key word Aswan High Dam, Earthquake hazard reduction
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1979-05-01
Materials Branch Engineering Division " w ..- .* -.. CA RNEY )U TERZ IAN , C HA IR MAN ,’ ’’’’’ Chief, Structural Section..- .. ..Design Branch...8217/ ~ ., iJ V ’ _W7 V,~ ~ /N. ) w Y1 joyN V < ~ ’\\ ’bI _a,_ .55. .. It" C.-.N ’~.:..~i5~Ak.,~.0 2.d~ ) lbK&~> -2,. /C jji 5.x. ;50~ \\~ IV .J\\/ W.. 4
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1981-03-01
Rignt; End of Damn. P. sp LI Tway Stah. "’nt.. - -JZIL E. e efz Abutment. of’ Damn. 74". I I~ 1t 1 1 of Darnm Downstream Side. ~ 4L Gi Ex ir End~ of...susceptible to slope failure; however, the presence of well-developed bedding and Joint planes will result in some rockfall from vertical and high
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1979-08-01
U.S.G.S. Quad. .eW - IAVE / - S Name of Stream vJC.St |AV.VV.. At Ourner ?’JCI. H-AVJC’I W.,ATL4 C0joMV’A’j)_ Address 1 too , . .o ) . NcvJ "AVf...quality virus for over a month left me with no pep mentally or physically, and delays in obtaining certain plans and e information. The assignment was- ’we
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1981-09-01
OCA/TACT p£ oPc £ /K) f/A^Aft-P A^gA G>r (pQifiJC, &ÖQ& To t>oo£. OTHER — ofGtXTtoto -*- KA-I^TYCJA^C^. PtoceooߣS €?. o...cast iron pipe contemplated for this wojk, including the furnishing of all special castings, de- livered at Ilion, N. Y., together with all material
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1978-08-01
Date Not Known Surface Cracks None observed Pavement Condition No Pavement Movement or Settlement of Crest None observed Lateral Movement None...Protection - Riprap Failures No riprapp ap • .• Unusual Movement or Cracking at or None observed near Toes Unusual Embankment or Downstream None...Seepage or Efflorescence None observed Joint Alignment Good Unusual Seepage or Leaks in Gate Chamber Cracks None observed . Rusting or Corrosion of
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1980-03-01
Rusting or Corrosion of Steel None. b. Mechanical and Electrical Air Vents Not applicable. Float Wells Not applicable. Crane Hoist Not applicable...Good, steel I-beams. Underside of Deck Good. Secondary Bracing Good. Deck Wood, good condition. Drainage System Not applicable. Railings Fair, anchors...Anchor Bolts Good. Bridge Seat Good. Longitudinal Members Good, steel I-beams. Underside of Deck Good. Secondary Bracing Good. j Deck Wood, good
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1978-08-01
been furnished the owner, Camden Water & Power Co., 33 Mechanic Street, ..... a ine 0,-43. Co-ies of this report will be made available to the public...gn Branch Engineering Division SAUL CO ER, Member Chief, Water Control Branch Engineering Division APPROVAL RECOMMENDED: JOE B. FRYAR Chief...Camden Water & Power Co. 33 Mechanic Street Camden, Maine 04843 Tne Camden Water and Power Company is an affiliate of Knox Woolen Mills Company. f
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1981-02-01
probable maximum rainfall for this area is 24 inches in 6 hours for 10 square miles. Using Corps of Engineers I methods , this results in a PMF of...TES rrs r 5 TEST PIT 4 TEST PIT 5 & WACE ELEV 6ai0 XowACfe (LV 5?O.O SLIRFAC EL LV M547 SURfACE ELEVUEDO SunRFdCE ELEV4 jiimv af 09- 0-4 am to-~ rame wro
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DAM package version 7807: Software fixes and enhancements
NASA Technical Reports Server (NTRS)
Schlosser, E.
1979-01-01
The Detection and Mapping package is an integrated set of manual procedures, computer programs, and graphic devices designed for efficient production of precisely registered, formatted, and interpreted maps from digital LANDSAT multispectral scanner data. This report documents changes to the DAM package in support of its use by the Corps of Engineers for inventorying impounded surface water. Although these changes are presented in terms of their application to detecting and mapping surface water, they are equally relevant to other land surface materials.
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1980-04-01
difficult to detect erosion problems such as animal hole,:;, slou1hin;,, and erosion channels at an early stae. 4.3 Fva I u; t i on1 No si,,nificant...1/4 . . O)thir \\As-Bui It P’Ii ns Sol t Conserva tion Service 1 Bulrlil rigt on Squar, Suit,, 205 BurLiinton, Vermont 05 k’) 9 a.) - S S: ii
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Yuruk, Armagan Aytug; Nergiz-Unal, Reyhan
2017-12-01
Maternal dietary choices throughout preconception, pregnancy, and lactation irreversibly affect the development of fetal tissues and organs, known as fetal programming. Recommendations tend to emphasize reducing added sugars. However, the impact of maternal dietary free or bound fructose in added sugars on developmental programming of lipogenesis is unknown. Virgin Sprague-Dawley rats were randomly divided into five groups. Rats were given feed and plain water (control) or water containing maltodextrin (vehicle), fructose, high-fructose corn syrup (HFCS) containing 55% fructose, sucrose (20% w/v) for 12 weeks before mating and throughout the pregnancy and lactation periods. Body weight, water, and feed intake were measured throughout the study. At the end of the lactation period, blood was drawn to determine the fasting levels of glucose, insulin, triglycerides, and non-esterified fatty acids (NEFA) in blood. Triglycerides and acetyl Co-A Carboxylase-1 (ACC1) levels in livers were analyzed, and insulin resistance was calculated. The energy intake of dams in the HFCS group was higher than in the fructose group, while weight gain was less in the HFCS group than in the fructose group. HFCS resulted in greater insulin resistance in dams, whereas free fructose had a robust effect on the fetal programming of insulin resistance. Free fructose and HFCS in the maternal diet increased blood and liver triglycerides and NEFA content in pups. Furthermore, fructose and HFCS exposure increased phosphorylated ACC1 as compared to maltodextrin and control, indicating greater fatty acid synthesis in pups and dams. Different types of added sugar in the maternal diet have different metabolic effects on the developmental programming of lipogenesis. Consequently, high fructose intake via processed foods may increase the risk for chronic diseases, and free fructose might contribute to developmental programming of chronic diseases more than bound fructose.
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Spokane Tribal Hatchery, 2002 Annual Report.
DOE Office of Scientific and Technical Information (OSTI.GOV)
Peone, Tim L.
2003-03-01
The Spokane Tribal Hatchery (Galbraith Springs) project originated from the Northwest Power Planning Council (NPPC) 1987 Columbia Basin Fish and Wildlife Program. The goal of this project is to aid in the restoration and enhancement of the Lake Roosevelt and Banks Lake fisheries adversely affected by the construction and operation of Grand Coulee Dam. The objective is to produce kokanee salmon and rainbow trout for release into Lake Roosevelt for maintaining a viable fishery. The goal and objective of this project adheres to the NPPC Resident Fish Substitution Policy and specifically to the biological objectives addressed in the NPPC Columbiamore » River Basin Fish and Wildlife Program to mitigate for hydropower related fish losses in the blocked area above Chief Joseph/Grand Coulee Dams.« less
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DOE Office of Scientific and Technical Information (OSTI.GOV)
Johnsen, Richard C.
1990-02-19
This project is a part of the continuing Smolt Monitoring Program (SMP) to monitor Columbia Basin salmonid stocks coordinated by the Fish Passage Center (FPC). The SMP provides timely data to the Fish Passage Managers for in season flow and spill management for fish passage and post-season analysis by the FPC for travel time, relative magnitude and timing of the smolt migration. Sampling sites were McNary, John Day and Bonneville Dams under the SMP, and the Dalles Dam under the Fish Spill Memorandum of Agreement'' for 1989. All pertinent fish capture, condition and brand data, as well as dam operationsmore » and river flow data were incorporated into the FPC Fish Passage Data Information System (FPDIS). 15 refs., 6 figs., 6 tabs.« less
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1980-06-01
1= .l 1 Cd LzL C -N w x - bo0 P4 0 r.. L4- :3 wow I- TABLE OF CONTENTS Page SECTION 1 - PROJECT INFORMATION 1.1 GENERAL 1 1.2 DESCRIPTION OF PROJECT...Classification: High (Refer to Section 3.1.E.) E. Ownership: Mr. David R. Kochel, Community Manager Hemlock Farms Community Association Hemlock Farms...0S~/m 00 (%.J? N N LOWER HEMLOCK DAM PA.-00756 I NSPECTION SURVEY PLATE A-31 lb’hJ -oo z lb - 00,00 Z 0 w -I- - 00 €0 xI Og 4O O I14 wIL -0ogo U vz i
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Water Science and Technology Board annual report 1987
DOE Office of Scientific and Technical Information (OSTI.GOV)
Not Available
1988-01-01
In 1982, the National Research Council chose to recognize the importance of water resource issues by establishing the Water Science and Technology Board (WSTB). During the five years since its first meeting in November 1982, the WSTB has grown and matured. The WSTB has met 14 times to provide guidance and plan activities. Under the WSTB's direction, committees of experts have conducted approximately 30 studies on a broad array of topics, from dam safety to irrigation-induced water quality problems to ground water protection strategies. Studies have ranged in scope from the oversight of specific agency projects and programs to broadermore » scientific reviews, such as a disciplinary assessment of the hydrologic sciences initiated in 1987. In all cases, studies have the general theme of ultimately improving the scientific and technological bases of programs of water management and environmental quality. This fifth annual report of the WSTB summarizes the Board's accomplishments during 1987, its current activities, and its plans for the future. The report also includes information on Board and committee memberships, program organizations, and the reports produced. The report should provide the reader with a basic understanding of the WSTB's interests, achievements, and capabilities. The WSTB welcomes inquiries and suggestions concerning its activities and will provide more detailed information on any aspects of its work to those interested.« less
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Results of Laboratory Tests of the Filtration Characteristics of Clay-Cement Concrete
DOE Office of Scientific and Technical Information (OSTI.GOV)
Sol’skii, S. V., E-mail: solskiysv@vniig.ru; Lopatina, M. G., E-mail: LoptainaMG@vniig.ru; Legina, E. E.
Laboratory studies of the filtration characteristics of clay-cement concrete materials for constructing filtering diaphragms of earth dams by the method of secant piles are reported. Areas for further study aimed at improving the quality of construction, increasing operational safety, and developing a standards base for the design, construction, and operation of these systems are discussed.
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Nyirenda, M J; Welberg, L A; Seckl, J R
2001-09-01
In a previous study, we showed that exposure of rats to dexamethasone (Dex) selectively in late pregnancy produces permanent induction of hepatic phosphoenolpyruvate carboxykinase (PEPCK) expression and hyperglycaemia in the adult offspring. The mechanisms by which glucocorticoids cause this programming are unclear but may involve direct actions on the fetus/neonate, or glucocorticoids may act indirectly by affecting maternal postnatal nursing behaviour. Using a cross-fostering paradigm, the present data demonstrate that switching the offspring at birth from Dex-treated dams to control dams does not prevent induction of PEPCK or hyperglycaemia. Similarly, offspring born to control dams but reared by Dex-treated dams from birth maintain normal glycaemic control. During the neonatal period, injection of saline per se was sufficient to cause exaggeration in adult offspring responses to an oral glucose load, with no additional effect from Dex. However, postnatal treatment with either saline or Dex did not alter hepatic PEPCK activity. Prenatal Dex permanently raised basal plasma corticosterone levels, but under stress conditions there were no differences in circulating corticosterone levels. Likewise, Dex-exposed rats had similar plasma catecholamine concentrations to control animals. These findings show that glucocorticoids programme hyperglycaemia through mechanisms that operate on the fetus or directly on the neonate, rather than via effects that alter maternal postnatal behaviour during the suckling period. The hyperglycaemic response does not appear to result from abnormal sympathoadrenal activity or hypothalamic-pituitary-adrenal response during stress.
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Modelling the Effects of Land-Use Changes on Climate: a Case Study on Yamula DAM
NASA Astrophysics Data System (ADS)
Köylü, Ü.; Geymen, A.
2016-10-01
Dams block flow of rivers and cause artificial water reservoirs which affect the climate and the land use characteristics of the river basin. In this research, the effect of the huge water body obtained by Yamula Dam in Kızılırmak Basin is analysed over surrounding spatial's land use and climate change. Mann Kendal non-parametrical statistical test, Theil&Sen Slope method, Inverse Distance Weighting (IDW), Soil Conservation Service-Curve Number (SCS-CN) methods are integrated for spatial and temporal analysis of the research area. For this research humidity, temperature, wind speed, precipitation observations which are collected in 16 weather stations nearby Kızılırmak Basin are analyzed. After that these statistical information is combined by GIS data over years. An application is developed for GIS analysis in Python Programming Language and integrated with ArcGIS software. Statistical analysis calculated in the R Project for Statistical Computing and integrated with developed application. According to the statistical analysis of extracted time series of meteorological parameters, statistical significant spatiotemporal trends are observed for climate change and land use characteristics. In this study, we indicated the effect of big dams in local climate on semi-arid Yamula Dam.
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Contrast enhancement of mail piece images
NASA Astrophysics Data System (ADS)
Shin, Yong-Chul; Sridhar, Ramalingam; Demjanenko, Victor; Palumbo, Paul W.; Hull, Jonathan J.
1992-08-01
A New approach to contrast enhancement of mail piece images is presented. The contrast enhancement is used as a preprocessing step in the real-time address block location (RT-ABL) system. The RT-ABL system processes a stream of mail piece images and locates destination address blocks. Most of the mail pieces (classified into letters) show high contrast between background and foreground. As an extreme case, however, the seasonal greeting cards usually use colored envelopes which results in reduced contrast osured by an error rate by using a linear distributed associative memory (DAM). The DAM is trained to recognize the spectra of three classes of images: with high, medium, and low OCR error rates. The DAM is not forced to make a classification every time. It is allowed to reject as unknown a spectrum presented that does not closely resemble any that has been stored in the DAM. The DAM was fairly accurate with noisy images but conservative (i.e., rejected several text images as unknowns) when there was little ground and foreground degradations without affecting the nondegraded images. This approach provides local enhancement which adapts to local features. In order to simplify the computation of A and (sigma) , dynamic programming technique is used. Implementation details, performance, and the results on test images are presented in this paper.
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Segovia, Stephanie A; Vickers, Mark H; Zhang, Xiaoyuan D; Gray, Clint; Reynolds, Clare M
2015-12-01
Maternal consumption of a high-fat diet significantly impacts the fetal environment and predisposes offspring to obesity and metabolic dysfunction during adulthood. We examined the effects of a high-fat diet during pregnancy and lactation on metabolic and inflammatory profiles and whether maternal supplementation with the anti-inflammatory lipid conjugated linoleic acid (CLA) could have beneficial effects on mothers and offspring. Sprague-Dawley rats were fed a control (CD; 10% kcal from fat), CLA (CLA; 10% kcal from fat, 1% total fat as CLA), high-fat (HF; 45% kcal from fat) or high fat with CLA (HFCLA; 45% kcal from fat, 1% total fat as CLA) diet ad libitum 10days prior to and throughout gestation and lactation. Dams and offspring were culled at either late gestation (fetal day 20, F20) or early postweaning (postnatal day 24, P24). CLA, HF and HFCLA dams were heavier than CD throughout gestation. Plasma concentrations of proinflammatory cytokines interleukin-1β and tumour necrosis factor-α were elevated in HF dams, with restoration in HFCLA dams. Male and female fetuses from HF dams were smaller at F20 but displayed catch-up growth and impaired insulin sensitivity at P24, which was reversed in HFCLA offspring. HFCLA dams at P24 were protected from impaired insulin sensitivity as compared to HF dams. Maternal CLA supplementation normalised inflammation associated with consumption of a high-fat diet and reversed associated programming of metabolic dysfunction in offspring. This demonstrates that there are critical windows of developmental plasticity in which the effects of an adverse early-life environment can be reversed by maternal dietary interventions. Copyright © 2015 Elsevier Inc. All rights reserved.
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Tavares, Valéria da Cunha
2017-01-01
The modification of Amazonian rivers by the construction of megaprojects of hydroelectric dams has widely increased over the last decade. Robust monitoring programs have been rarely conducted prior to the establishment of dams to measure to what extent the fauna, and its associated habitats may be affected by upcoming impacts. Using bats as models, we performed analyses throughout the area under the influence of the Santo Antônio hydroelectric dam, Southwestern Brazilian Amazonia before its construction to estimate how the fauna and its associated habitats would be affected by the upcoming impacts. We surveyed bats in 49 plots distributed along the areas going to be inundated by the dam and those remaining dry. As predictors for the species distribution, we tested the variables of vegetation structure and topography. Species composition largely differed between the dry plots and the plots located in areas that will be flooded, and this was strongly associated with the variables of forest basal area and elevation. Vegetation-related variables also had strong influence on the guilds distribution. The flooding of lower elevations areas is expected to negatively affect the species number and abundance of frugivorous species. In contrast, it is likely that animalivores will be less vulnerable to dam-induced flooding, since they were abundant in the areas not expect to be inundated. We urge for the implementation of studies to predict impacts caused by large hydroelectric dams, including tests of the influence of the local conditions that shape diversity to avoid massive losses of the biota, and to build preventive monitoring and management actions. PMID:28886029