- Page 1: PROCEEDINGS FEMA WORKSHOP, JUNE 26-
- Page 5: TABLE OF CONTENTS Page # OVERVIEW
- Page 9 and 10: 2 OUTLINE OF THE WORKSHOP AGENDA __
- Page 11 and 12: 3 SUMMARY OF WORKSHOP PRESENTATIONS
- Page 13 and 14: He also discussed research needs to
- Page 15 and 16: what is reasonable to the engineer
- Page 17 and 18: 4 DAM FAILURE ANALYSIS RESEARCH AND
- Page 19 and 20: The break down of the individual to
- Page 21 and 22: The break down of the individual to
- Page 23 and 24: TOPIC NUMBER RESEARCH / DEVELOPMENT
- Page 25 and 26: TOPIC NUMBER RESEARCH / DEVELOPMENT
- Page 27 and 28: TOPICS Research/Development Topics
- Page 29: TOPICS increasing VALUE 2 20 12 15
- Page 34 and 35: WEDNESDAY, June 27 Morning Current
- Page 37 and 38: Dam Volume Economic Dam Date and Ti
- Page 39 and 40: Dam name: South Fork (Johnstown) Lo
- Page 41 and 42: Dam name: Austin Dam Location: On F
- Page 43 and 44: Dam name: Castlewood Dam Location:
- Page 45 and 46: Dam name: Buffalo Creek Coal Waste
- Page 47 and 48: Dam name: Teton Dam Location: near
- Page 49 and 50: Dam name: Lawn Lake Dam Location: I
- Page 51: B-2
- Page 54 and 55: If we can’t predict dam failures,
- Page 56 and 57: Risk Management Tools • Facility
- Page 58 and 59: Challenges • Focus research needs
- Page 61 and 62: 2/6/02 'DP 6DIHW\ 'HFLVLRQV &XUUHQW
- Page 63 and 64: 2/6/02 'HVLJQ (YHQWV )ORRG ✦ 3UH
- Page 65 and 66: 2/6/02 :K\ 1RW &KDQJH IURP 0&(" ✦
- Page 67 and 68: 2/6/02 5LVN $QDO\VLV IRU 'DP 6DIHW\
- Page 69 and 70: 2/6/02 5LVN $QDO\VLV 5 ' )RFXV ✦
- Page 71 and 72: 2/6/02 5LVN $QDO\VLV 5 ' )RFXV ✦
- Page 73: B-4
- Page 76 and 77: The breach development time does no
- Page 78 and 79: considered “small” reservoirs a
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• The testing made use of the sam
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Equation PEAK FLOW EQUATIONS (conti
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The potential for failure and the d
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each widths. This is not surprising
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the method overpredicted the peak o
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Froehlich, David C., 1995b, “Emba
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SOME EXISTING CAPABILITIES AND FUTU
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Table 1. History of Dam-Breach Mode
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the following: h b =h d- (h d - h b
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critical parameters for the sedimen
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each erosion model was not subject
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upstream face slope 1:17, downstrea
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5.1 Flood Routing with Saint-Venant
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forecast location and, if a flood d
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about 5 percent for DAMBRK and 12 p
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6. References: Bechteler,W. and Bro
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Singh,V.P.,Scarlatos,P.D.,Collins,J
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Issues, Resolutions, and Research N
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Figure 1. Map of the Kyrönjoki Riv
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The first step of the research incl
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The concept of probabilistic risk a
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4.3 Determination of the Breach Hyd
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A constant roughness coefficient (M
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RUN 6 Conditions of RUN 4 modified
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uildings with 0-2 floors. As a whol
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6. CONLUSIONS In the RESCDAM projec
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B-7
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HAZARD POTENTIAL CLASSIFICATIONS
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HIGH HAZARD POTENTIAL • Loss of O
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INCREMENTAL HAZARD ASSESSMENT • D
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LIFE LOSS CONSIDERATIONS • Design
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Upstream Damage Potential • It is
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ECONOMIC LOSSES • Direct Physical
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RISK BASED ASSESSMENT • The purpo
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GUIDELINE PROCESS • Final Draft t
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Embankment Dam Failure Analysis Sta
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Maryland also recommends that the e
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On August 27, 1971, the West Branch
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• Forensic Team. The Research Sub
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Issues, Resolutions, and Research N
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Pritchard's Lake Dam Morgan County
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Table 2 - Breach Parameters Definit
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6. Reinventory of Dams Timeframe:
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B-10
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MODELING EXPERIENCE DAM SAFETY HYDR
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Basis of Uncertainty Close counts i
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Get out of the box. To think outsid
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A Simple Procedure for Estimating L
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Step 5: Determine When Dam Failure
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Step 6: Select Appropriate Fatality
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warnings, confirmed by visual image
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Step 7: Evaluate Uncertainty Variou
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Workshop on Issues, Resolutions, an
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Figure 2 - Comparison of Predicted
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Figure 5 - Ascalmore #11 - looking
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B-13
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Important Areas to Consider in the
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•4
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•6
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•8
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•10
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Pertinent Data • Licensed: 1923
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Canal Embankment - before failure 2
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Graph 2/12/02 FERC-CRO June 2001 11
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Downstream Side at Secondary Breach
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Upstream side 7/22/96 2/12/02 FERC-
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Erosion at House 7/22/96 2/12/02 FE
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Headgate Structure 9/30/96 2/12/02
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Investigation and Evaluation • Pr
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Exhibit 2/12/02 FERC-CRO June 2001
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September 30, 1997 Inspection • T
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Canal Embankment 9/30/97 2/12/02 FE
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B-14
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BC Dam Regulations and Guidelines L
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• hydraulic model inundation poly
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Analyzing Flooding Caused by Embank
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In most inflow design flood studies
- Page 249:
peak breach outflow were + 10 perce
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B-17
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Hydraulic Design of Stepped Spillwa
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Stepped Spillway Tests • Horizont
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Observations, cont’d h = 1.0 ft N
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Hydraulic Design Procedure • Assu
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Purpose • To evaluate the perform
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Placement Un-Vegetated 13
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Block Overtopping Tests Flume Setup
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Threshold Levels Force Balance Flow
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Design Criteria for Rounded Rock Ri
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Testing Matrix Cumulative Database
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B-18
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INTRODUCTION The drought of the 193
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Figure 1. Potential allowable emban
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the action that occurs during these
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REFERENCES European Commission (199
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HEC Models for Dam Break Flood Rout
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Some HEC History • 80’s - Simpl
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Steps to Develop RAS Data • Start
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Profile Plot XYZ Perspective Plot
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Results of HEC-RAS computations can
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New Geometric Features for HEC-RAS
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Cross Section Properties Plot Cross
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Boundary and Initial Conditions •
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Post-processing Results • Used to
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Animation of Profile Plot Hydrologi
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Gate Operation Computed Hydrographs
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Future Work (cont.) • Dam & Levee
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B-20
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MORRIS 2 CADAM - AN INTRODUCTION Th
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MORRIS 4 which models performed bes
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MORRIS 6 simulating partial or tota
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MORRIS 8 Use of 1D or 2D Models It
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MORRIS 10 Fig. 6 Typical scatter of
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MORRIS 12 Piping Vs Overtopping 450
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MORRIS 14 effective contingency pla
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MORRIS 16 IMPACT: BENEFITS OF THE R
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MORRIS 18 • Model development and
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MORRIS 20 uncertainty associated wi
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B-21
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1. Contingency planning for abnorma
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3.1 Shear strengths and permeabilit
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Initial tests will cover homogeneou
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The following data will be recorded
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Longitudinal section Cross section
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C PARTICIPANTS ____________________
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Ellen Faulkner Mead & Hunt, Inc. 45
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Matt Lindon Dam Safety State Divisi
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Darrel Temple USDA-ARS 1301 N. West