Seepage Analysis: Difference between revisions
From ASDSO Dam Safety Toolbox
No edit summary |
No edit summary |
||
| Line 2: | Line 2: | ||
[[Category:Seepage Analysis and Filter Design]] | [[Category:Seepage Analysis and Filter Design]] | ||
---- | ---- | ||
“Evaluate the effects of seepage for all dams. The evaluation must address all potential embankment and foundation seepage related failure modes, including the potential for internal erosion, erosive flow along defects, internal stability, and uplift pressures to damage the embankment, its foundation, and appurtenant structures. The evaluation should be commensurate with the complexity, function, and [[Hazard Potential Classification|hazard potential classification]] of the structure. Seepage control and management must be adequate to accomplish the intended reservoir function, provide a safety operating structure, and prevent damage to downstream property."<ref name="NRCS">[[Technical Release 210-60: Earth Dams and Reservoirs | TR-210-60 Earth Dams and Reservoirs, NRCS, 2019]]</ref> | |||
“Seepage analyses should begin with the simplest and most conservative method to analyze the embankment and foundation. Perform progressively more detailed and complex analysis to the extent required, establishing that the design features will safety reduce, intercept, filter, and discharge seepage."<ref name="NRCS"></ref> | |||
“Seepage analyses should begin with the simplest and most conservative method to analyze the embankment and foundation. Perform progressively more detailed and complex analysis to the extent required, establishing that the design features will safety reduce, intercept, filter, and discharge seepage. | |||
“One or more of the following methods of analysis, listed in order of increasing complexity or other industry standard practices may be required to determine if the structure will safely accommodate seepage: | “One or more of the following methods of analysis, listed in order of increasing complexity or other industry standard practices may be required to determine if the structure will safely accommodate seepage: | ||
*"'''Qualitative Methods''' – For some simple structures with favorable conditions, the seepage performance of the structure can be satisfactorily predicted with limited quantitative analysis. The seepage evaluation for these structures should address the same factors as for more complex analyses. Designers can develop seepage control features for these structures using standard practices based on experience and history of satisfactory performance with similar conditions. The analysis should clearly convey the rational used in the analysis and the justification for the seepage control features incorporated into the design. | |||
*"'''Analytical Methods''' – Designers may use closed-form solutions or approximate solutions for simpler seepage conditions associated with dams. | |||
*"'''Graphical Methods''' – Designers may draw flow net analyses by hand or may use adaptations from numerical solutions. Designers may use flow nets to estimate seepage quantities, evaluate the exit gradient for embankments and foundations, and to compute uplift pressures acting on appurtenant concrete structures or soil blankets. | |||
*"'''Numerical Methods''' – Use computer based numerical methods to analyze seepage in cases where graphical solutions are not practical, there is complex stratigraphy or there is a need to account for saturated and unsaturated or transient flow. Designers can use these methods to estimate seepage quantities and pore water pressures an evaluate the exit gradient for embankments and foundations, as well as uplift pressures acting on appurtenant concrete structures or soil blankets.”<ref name="NRCS"></ref> | |||
“Analyze downstream slope [[stability]] of new or previously constructed dams under steady-state seepage conditions. Perform the analysis with the reservoir elevation at the highest normal pool level.”<ref name="NRCS"></ref> | |||
"Existing embankments may not have achieved steady-state conditions. Thus, use the calculated long-term high-level steady-state seepage condition for both new and existing embankments. For existing embankments, compare the computed phreatic surface with field performance and field measurements, when available, to assure that the computed phreatic surface meets or exceeds that which has occurred over the life of the structure.”<ref name="NRCS"></ref> | |||
“Include a separate foundation phreatic surface as appropriate at sites with limited foundation seepage [[cutoff]], particularly in sites with confined seepage that results in uplift at the downstream toe.”<ref name="NRCS"></ref> | |||
“If steady-state seepage stability is highly dependent on the success of internal drainage features to control the phreatic surface, check stability assuming partially functioning or plugged drainage systems.”<ref name="NRCS"></ref> | |||
==Best Practices Resources== | ==Best Practices Resources== | ||
Revision as of 06:09, 14 December 2022
“Evaluate the effects of seepage for all dams. The evaluation must address all potential embankment and foundation seepage related failure modes, including the potential for internal erosion, erosive flow along defects, internal stability, and uplift pressures to damage the embankment, its foundation, and appurtenant structures. The evaluation should be commensurate with the complexity, function, and hazard potential classification of the structure. Seepage control and management must be adequate to accomplish the intended reservoir function, provide a safety operating structure, and prevent damage to downstream property."[1]
“Seepage analyses should begin with the simplest and most conservative method to analyze the embankment and foundation. Perform progressively more detailed and complex analysis to the extent required, establishing that the design features will safety reduce, intercept, filter, and discharge seepage."[1]
“One or more of the following methods of analysis, listed in order of increasing complexity or other industry standard practices may be required to determine if the structure will safely accommodate seepage:
- "Qualitative Methods – For some simple structures with favorable conditions, the seepage performance of the structure can be satisfactorily predicted with limited quantitative analysis. The seepage evaluation for these structures should address the same factors as for more complex analyses. Designers can develop seepage control features for these structures using standard practices based on experience and history of satisfactory performance with similar conditions. The analysis should clearly convey the rational used in the analysis and the justification for the seepage control features incorporated into the design.
- "Analytical Methods – Designers may use closed-form solutions or approximate solutions for simpler seepage conditions associated with dams.
- "Graphical Methods – Designers may draw flow net analyses by hand or may use adaptations from numerical solutions. Designers may use flow nets to estimate seepage quantities, evaluate the exit gradient for embankments and foundations, and to compute uplift pressures acting on appurtenant concrete structures or soil blankets.
- "Numerical Methods – Use computer based numerical methods to analyze seepage in cases where graphical solutions are not practical, there is complex stratigraphy or there is a need to account for saturated and unsaturated or transient flow. Designers can use these methods to estimate seepage quantities and pore water pressures an evaluate the exit gradient for embankments and foundations, as well as uplift pressures acting on appurtenant concrete structures or soil blankets.”[1]
“Analyze downstream slope stability of new or previously constructed dams under steady-state seepage conditions. Perform the analysis with the reservoir elevation at the highest normal pool level.”[1]
"Existing embankments may not have achieved steady-state conditions. Thus, use the calculated long-term high-level steady-state seepage condition for both new and existing embankments. For existing embankments, compare the computed phreatic surface with field performance and field measurements, when available, to assure that the computed phreatic surface meets or exceeds that which has occurred over the life of the structure.”[1]
“Include a separate foundation phreatic surface as appropriate at sites with limited foundation seepage cutoff, particularly in sites with confined seepage that results in uplift at the downstream toe.”[1]
“If steady-state seepage stability is highly dependent on the success of internal drainage features to control the phreatic surface, check stability assuming partially functioning or plugged drainage systems.”[1]
Best Practices Resources
Technical Release 210-60: Earth Dams and Reservoirs (Natural Resources Conservation Service)
Design Standards No. 13: Embankment Dams (Ch. 8: Seepage) (Bureau of Reclamation)
Trainings
On-Demand Webinar: Filters and Drainage Systems for Embankment Dams
On-Demand Webinar: Seepage Rehabilitation for Embankment Dams
Citations:
<references />
Revision ID: 5598
Revision Date: 12/14/2022