Embankment Dam Failure Analysis (FEMA 541) - Association of ...

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Dam name: Walnut Grove Dam Location: On the Hassayampa River, about 40 miles south of Prescott, AZ Dam Characteristics: Dam type: Rockfill Dam height: 110 feet Dam crest length: 400 feet Reservoir volume: 60,000 acre-feet? Spillway: 6 feet by 26 feet History of Dam: Purpose: Irrigation and gold placer mining. Dam completed: October 1887 Dam failed: 2 a.m. February 22, 1890 (2 years old) Failure cause: Overtopped (inadequate spillway cap and poor construction workmanship). The dam withstood 3 feet of overtopping for 6 hours before failing. Details on Detection of Failure/Deciding to warn: 11 hours before dam failure an employee was directed by the superintendent of the water storage company to ride by horseback and warn people at a construction camp for a lower dam about 15 miles downstream from Walnut Grove Dam. Details on dissemination of warnings and technologies used: The rider on horseback never reached the lower camp. Details on response to the warning: The majority of the 150 or more inhabitants of the (Fools Gulch) camp were calmly sleeping in their tents. When the roar of the approaching water became audible, it was almost too late for escape up the hillsides, yet many reached safety by scrambling up the hillside through cactus and rocks. Description of flooding resulting from dam failure: Floodwaters reached depths of 50 to 90 feet in the canyon downstream from the dam. The losses included: 70 to 100 fatalities Prepared by Wayne Graham
Dam name: Austin Dam Location: On Freeman Run, about 1.5 miles upstream from Austin, Pennsylvania. The dam is located in western PA., about 130 miles northeast of Pittsburgh. Dam Characteristics: Dam type: Concrete gravity Dam height: Between 43 and 50 feet Dam crest length: 544 feet Reservoir volume: Between 550 and 850 acre-feet Spillway: 50 feet long and 2.5 feet deep History of Dam: Dam completed: November 1909 Partial failure: January 1910; part of dam moved 18 inches at base and 34 inches at the top. Dam failed: 2pm or 2:20 pm, September 30, 1911 (2 years old) Failure cause: Weakness of the foundation, or of the bond between the foundation and concrete. Details on Detection of Failure/Deciding to warn: Harry Davis, boarding in a house on the mountain slope near the dam phoned the Austin operators at whose warning the paper mill whistle sounded - about 2 pm. The phone operators warned others but many ignored the warnings. Details on dissemination of warnings and technologies used: The mill whistle had blown twice earlier in the day as false signals had been received from telephone company employees who had been repairing telephone lines. The two false alarms were the cause of many people losing their lives as many people assumed the whistle (sounded to warn of dam failure) was another false alarm. Warnings were issued to people in Costello, about 5 miles downstream from the dam. (A person riding a bicycle traveled from the south side of Austin to Costello to spread the warning). Details on response to the warning: Description of flooding resulting from dam failure: The water traveled from the dam to the town of Austin, a distance of 1.5 miles, in either 11 minutes or in up to 20 to 30 minutes. This results in a travel time of between 3 and 8 miles per hour. The losses included: At least 78 fatalities, all in the first 2 miles downstream from the dam, i.e. in the Austin area. (About 3 or 4 percent of Austin’s 2300 population) Prepared by Wayne Graham
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 33 and 34: A AGENDA __________________________
Page 35: B PRESENTATIONS ___________________
Page 38 and 39: Dam name: Williamsburg Dam (Mill Ri
Page 42 and 43: Dam name: Saint Francis Dam Locatio
Page 44 and 45: Dam name: Baldwin Hills Dam Locatio
Page 46 and 47: Dam name: Black Hills Flash Flood (
Page 48 and 49: Dam name: Kelly Barnes Dam Location
Page 50 and 51: Dam name: Timber Lake Dam Location:
Page 53 and 54: Will a Dam Failure Occur? Assessing
Page 55 and 56: Reclamation’s Risk Management Res
Page 57 and 58: Roles of Dam Failure Analyses • I
Page 59: B-3
Page 62 and 63: 2/6/02 %DFNJURXQG ✦ 7UDGLWLRQDO &
Page 64 and 65: 2/6/02 (VWDEOLVKLQJ WKH %DVH 6DIHW\
Page 66 and 67: 2/6/02 &XUUHQW 'DP 6DIHW\ 5 ' ✦ 5
Page 68 and 69: 2/6/02 FRAMEWORK FOR RISK ASSESSMEN
Page 70 and 71: 2/6/02 1.6E-02 ([DPSOH /2/ 5LVN 'LV
Page 72 and 73: 2/6/02 5LVN $QDO\VLV 5 ' ✦ 0HWKRG
Page 75 and 76: The Uncertainty of Embankment Dam B
Page 77 and 78: model (Fread 1988). These models si
Page 79 and 80: Predicted Breach Width (meters) 300
Page 81 and 82: Table 1. - Uncertainty estimates of
Page 83 and 84: Summary of Uncertainty Analysis Res
Page 85 and 86: control seepage and uplift pressure
Page 87 and 88: Results — Peak Outflow Estimates
Page 89 and 90: Conclusions This paper has presente
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B-5
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each failure mechanics are not well
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Fread (1971,1977,l988,l993) used a
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3. Analytical Parametric Breach Mod
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Figure 3. Side View of Dam Showing
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Figure 5. Teton Dam: Predicted and
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unsteady flow equations with the se
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Figure 8. Routing Curves for SMPDBK
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K and X are computed as follows: K
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Figure 10. Profile of peak discharg
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Fread,D.L., and Hsu,K.S. (l993) “
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B-6
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-Application of the numerical model
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45 m 3 /s and at low water level di
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Other recommendation deals with the
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The 2-d flood calculations and the
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The breach hydrographs for the loca
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1) Rectangular mesh # 10m without b
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5. DEVELOPMENT OF RESCUE ACTIONS De
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Emergency action plans prepared ear
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The determination of flow hydrograp
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FEMA/USDA WORKSHOP OKLAHOMA CITY JU
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SIGNIFICANT HAZARD POTENTIAL “Dam
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SELECTING HAZARD POTENTIAL CLASSIFI
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GUIDELINE GOALS • Repeatable Clas
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Permanent Structures • Single fam
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Lifeline Disruption Easy to Restore
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ENVIRONMENTAL DAMAGE • Habitat an
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RISK BASED ASSESSMENT 1. Assume fai
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B-8
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It is common that dam failure analy
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A similar situation exists in dams
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Edison Pond Dam may have resulted i
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B-9
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However, most of the dams that fail
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The side slopes are sometimes steep
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In Georgia, we use dambreak modelin
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In closing, I wonder if we in the d
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ADJUSTING REALITY TO FIT THE MODEL
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CALIBRATION CORRELATION TO REALITY
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New age modelers Post-modern hydrol
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B-11
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Step 1: Determine Dam Failure Scena
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Table 1 Guidance for Estimating Whe
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The parameter DV may be used to sep
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Table 2 Recommended Fatality Rates
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B-12
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The procedure was intended to provi
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Although this failure occurred seve
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Qmax equation needs to be updated c
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Dam Failure Analyses Workshop Oklah
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Stability Analyses Programs to Dete
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Milner Dam • Control of Seepage F
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•7
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Santee Cooper East Dam • The Emba
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Dayton Dam Canal Embankment Failure
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Canal Embankment - before failure 2
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The Breach • With the reservoir s
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Breach - 7/20/96 2/12/02 FERC-CRO J
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July 22, 1996 Inspection • The ne
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Secondary Breach Location 7/22/96 2
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Horses on dunes 7/22/96 2/12/02 FER
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Breach 9/30/96 2/12/02 FERC-CRO Jun
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Reconstruction of the Canal Embankm
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Filling in Canal Bottom 8/27/97 2/1
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Impervious Core in breach 9/30/97 2
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Canal Embankment 1/15/98 2/12/02 FE
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Presentation for FEMA / USDA Worksh
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• Life Safety Model • Environme
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B-15
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Case Study Setting The Chalk Hill h
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ased on ranges given in the BRAECH
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B-16
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Current Dam Safety Research Efforts
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Overtopping Facility • Near-proto
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Flow Classification Nappe Flow Skim
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Friction Factor 10.00 Darcy Frictio
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Recent Developments in the Research
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ACB Mats Placement 12
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Vegetated Vegetated 14
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Overtopping Testing Threshold Level
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30 Design Curves 28 26 24 Articulat
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Flow Flume Setup Top of flume wall
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10 Analysis D 50 C u -0.25 [1.0805%
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Limited Overtopping, Embankment Bre
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development of concentrated flow, 2
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0.1 k d (m 3 /N-h) 0.01 0.001 τ c
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SUMMARY Research efforts at the ARS
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B-19
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Hydrologic Engineering Center Missi
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Schematic of the Alamo Dam study ar
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Cross-section Data Editor • Optio
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Use of GIS/DEM data RAS cross secti
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RAS Unsteady Flow • Overview •
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Pre-processing Geometry • For uns
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Bridge Hydraulic Properties Plot Hy
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Unsteady Flow Simulation Manager 1.
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Viewing Unsteady Flow Results • A
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Gate Section
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Future Work • Dam & Levee Breachi
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Product Availability • Internal t
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MORRIS 1 CADAM & IMPACT: European R
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MORRIS 3 • To create a database o
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MORRIS 5 • Dam-break wave along a
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MORRIS 7 SELECTED RESEARCH FINDINGS
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MORRIS 9 site. The results varied s
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MORRIS 11 be appropriate for the si
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MORRIS 13 Funding of European resea
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MORRIS 15 Breach Formation Flood Pr
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MORRIS 17 their findings and future
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MORRIS 19 Theme 4 Sediment Movement
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MORRIS 21 (Italy), Politechnika Gda
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Issues, Resolutions, And Research N
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and is presented in detail by Mark
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The most commonly applied approach
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Test no 1,2,3,5,7, and 8 will be us
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• breach tests A local contractin
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5. BUDGET AND TIME SCHEDULE The who
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Catalino Cecilio Catalino B. Cecili
Page 364 and 365:
David Gutierrez California Dept. of
Page 366 and 367:
John Ritchey Dept. of Environmental
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