First Filling and Monitoring: Difference between revisions
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"Experience has shown that dumped rockfill dams often settle and deflect downstream significantly during initial filling. Consequently, many of these high lift embankments have developed leakage problems, and experience has indicated that rock material placed in thin lifts (1 to 4 feet thick) and compacted by vibratory rollers provides a more stable mass in which [[settlement]] is minimal."<ref name="DS13-2"/> | "Experience has shown that dumped rockfill dams often settle and deflect downstream significantly during initial filling. Consequently, many of these high lift embankments have developed leakage problems, and experience has indicated that rock material placed in thin lifts (1 to 4 feet thick) and compacted by vibratory rollers provides a more stable mass in which [[settlement]] is minimal."<ref name="DS13-2"/> | ||
"Requirements for initial filling should be available and should be agreed upon. During this time extra precautions and procedures for [[operation]] should be established because unpredictable situations may occur. During the first filling the facility should be attended continuously."<ref name="Small Dams">[[Design of Small Dams | Design of Small Dams, USBR, 1987]]</ref> | |||
==Examples== | ==Examples== | ||
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{{Document Icon}} [[Design Standards No. 13: Embankment Dams (Ch. 4: Static Stability Analysis) | Design Standards No. 13: Embankment Dams (Ch. 4: Static Stability Analysis), USBR, 2011]] | {{Document Icon}} [[Design Standards No. 13: Embankment Dams (Ch. 4: Static Stability Analysis) | Design Standards No. 13: Embankment Dams (Ch. 4: Static Stability Analysis), USBR, 2011]] | ||
{{Document Icon}} [[Slope Stability (EM 1110-2-1902) | Slope Stability (EM 1110-2-1902), USACE, 2003]] | {{Document Icon}} [[Slope Stability (EM 1110-2-1902) | Slope Stability (EM 1110-2-1902), USACE, 2003]] | ||
{{Document Icon}} [[Design of Small Dams | Design of Small Dams, USBR, 1987]] | |||
==Trainings== | ==Trainings== | ||
Revision as of 16:58, 30 November 2022
"If an embankment dam were to fail under conditions that could be appropriately defined by a limit-equilibrium analysis, it would do so at one of three critical periods... during construction... first filling... [and] achievement of maximum pore pressure under a full reservoir."[1]
"The second critical period is the first filling of the reservoir. If the dam survives the initial filling and if there is no blowup at the toe, the dam can be considered safe (in effect proof-tested) against failure by piping due to heave... Under many circumstances, including the presence of relatively thin cores or ample well-drained downstream shells, pore-pressure maxima follow so rapidly after the first filling that the survival of the first filling can be considered to be a demonstration of the ultimate safety of the dam under full-reservoir conditions. However, if the impervious section of the dam is thick and impermeable enough to create a time lag between the rise of the reservoir and the rise of piezometric levels in the core or supporting downstream zones, pore-pressure equilibrium may not occur for several years after the reservoir is first filled and the critical period may be delayed."[1]
"The factor of safety of a dam that survives its first filling and the associated increases in pore pressure will increase with time, unless this factor of safety is so close to unity that cyclic loading produced by fluctuations in the level of the pool causes strain softening and a critical loss of strength."[1]
"Some very loose sand foundations may also be collapsible under static loading. They sustain the load from construction of the embankment and then, during wetting or saturation during reservoir filling, they consolidate rapidly or 'collapse.' These types of foundation soils must be identified and accounted for in the design."[2]
"Experience has shown that dumped rockfill dams often settle and deflect downstream significantly during initial filling. Consequently, many of these high lift embankments have developed leakage problems, and experience has indicated that rock material placed in thin lifts (1 to 4 feet thick) and compacted by vibratory rollers provides a more stable mass in which settlement is minimal."[2]
"Requirements for initial filling should be available and should be agreed upon. During this time extra precautions and procedures for operation should be established because unpredictable situations may occur. During the first filling the facility should be attended continuously."[3]
Examples
Learn more about the need to plan and monitor the first filling of a reservoir (DamFailures.org)
Best Practices Resources
Design Standards No. 13: Embankment Dams (Ch. 2: Embankment Design), USBR, 2012
Design Standards No. 13: Embankment Dams (Ch. 4: Static Stability Analysis), USBR, 2011
Slope Stability (EM 1110-2-1902), USACE, 2003
Design of Small Dams, USBR, 1987
Trainings
On-Demand Webinar: Introduction to Embankment Dams
On-Demand Webinar: Why Embankments Crack and How to Fix Them
On-Demand Webinar: Cracking and Hydraulic Fracturing in Embankment Dams and Levees
On-Demand Webinar: Internal Drainage Systems for Embankment Dams
On-Demand Webinar: Teton Dam – The Failure That Changed an Industry
On-Demand Webinar: Strength Selection for Static Slope Stability Analysis
Citations:
Revision ID: 4638
Revision Date: 11/30/2022