Linear vs. Non-linear: Difference between revisions
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[[Category: Global Stability of a Dam]] | [[Category: Global Stability of a Dam]] | ||
{| align="right" style="width:10%;" cellpadding="7" | {| align="right" style="width:10%;" cellpadding="7" | ||
| [[Image:GravityDamUplift1.png|350px|x350px|link=https://damfailures.org/lessons-learned/concrete-gravity-dams-should-be-evaluated-to-accommodate-full-uplift/]] | | [[Image:GravityDamUplift1.png|350px|x350px|link=https://damfailures.org/lessons-learned/concrete-gravity-dams-should-be-evaluated-to-accommodate-full-uplift/]] | ||
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|style="text-align:center; font-size:90%;"| Learn more | |style="text-align:center; font-size:90%;"| Learn more about the need to consider uplift pressure when designing a gravity structure at [https://damfailures.org/lessons-learned/concrete-gravity-dams-should-be-evaluated-to-accommodate-full-uplift/ DamFailures.org] | ||
|} | |} | ||
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"Both new and existing structures are constantly being examined to determine if they meet [[stability]] criteria. The traditional procedure is to evaluate [[Sliding Stability|sliding stability]] of these structures using the limit equilibrium method of analysis and to evaluate [[Rotational Stability|rotational stability]] using rigid body assumptions and bearing pressure distributions that vary linearly across the base. Soil and uplift loads on the structure are often based on simplifying assumptions. In the limit equilibrium method, only the stress at failure is considered, usually as represented by the Mohr-Coulomb limit-state criterion. The simplified loads and the Mohr-Coulomb limit-state criterion are then used to obtain a single overall factor of safety against a [[Sliding Stability|sliding stability]] failure. This traditional approach is appropriate for many structures where it is difficult to predict just how a particular failure [[mechanism]] may develop. However, for existing structures where more is known about service state conditions and uplift pressures, it is possible to more precisely predict what stress changes must occur to develop a failure condition. The margin of safety can be more accurately determined when the path to failure, from initial stress conditions to limit state conditions, is known. This path to failure can be investigated using linear elastic and nonlinear finite-element numerical solutions and facture mechanics concepts. Because the deformation of the structure and its foundation is considered in finite element analyses, and because the path to failure can be more realistically characterized through facture mechanics, a more accurate assessment of safety can often be made using advanced analytical methods."<ref name="EM 1110-2-2100">[[Stability of Concrete Structures (EM 1110-2-2100) | Stability of Concrete Structures (EM 1110-2-2100), USACE, 2005]]</ref> | "Both new and existing structures are constantly being examined to determine if they meet [[stability]] criteria. The traditional procedure is to evaluate [[Sliding Stability|sliding stability]] of these structures using the limit equilibrium method of analysis and to evaluate [[Rotational Stability|rotational stability]] using rigid body assumptions and bearing pressure distributions that vary linearly across the base. Soil and uplift loads on the structure are often based on simplifying assumptions. In the limit equilibrium method, only the stress at failure is considered, usually as represented by the Mohr-Coulomb limit-state criterion. The simplified loads and the Mohr-Coulomb limit-state criterion are then used to obtain a single overall factor of safety against a [[Sliding Stability|sliding stability]] failure. This traditional approach is appropriate for many structures where it is difficult to predict just how a particular failure [[mechanism]] may develop. However, for existing structures where more is known about service state conditions and uplift pressures, it is possible to more precisely predict what stress changes must occur to develop a failure condition. The margin of safety can be more accurately determined when the path to failure, from initial stress conditions to limit state conditions, is known. This path to failure can be investigated using linear elastic and nonlinear finite-element numerical solutions and facture mechanics concepts. Because the deformation of the structure and its foundation is considered in finite element analyses, and because the path to failure can be more realistically characterized through facture mechanics, a more accurate assessment of safety can often be made using advanced analytical methods."<ref name="EM 1110-2-2100">[[Stability Analysis of Concrete Structures (EM 1110-2-2100) | Stability of Concrete Structures (EM 1110-2-2100), USACE, 2005]]</ref> | ||
== | ==Best Practices Resources== | ||
{{Document Icon}} [[Stability of Concrete Structures (EM 1110-2-2100) | Stability of Concrete Structures (EM 1110-2-2100), USACE | {{Document Icon}} [[Stability Analysis of Concrete Structures (EM 1110-2-2100) | Stability Analysis of Concrete Structures (EM 1110-2-2100), USACE]] | ||
{{Document Icon}} [[Gravity Dam Design (EM 1110-2-2200) | Gravity Dam Design (EM 1110-2-2200), USACE, 1995]] | {{Document Icon}} [[Gravity Dam Design (EM 1110-2-2200) | Gravity Dam Design (EM 1110-2-2200), USACE, 1995]] | ||
{{Document Icon}} [[Arch Dam Design (EM 1110-2-2201) | Arch Dam Design (EM 1110-2-2201), USACE, 1994]] | {{Document Icon}} [[Arch Dam Design (EM 1110-2-2201) | Arch Dam Design (EM 1110-2-2201), USACE, 1994]] | ||
{{Document Icon}} [[Design of Small Dams | Design of Small Dams, USBR, 1987]] | {{Document Icon}} [[Design of Small Dams | Design of Small Dams, USBR, 1987]] | ||
{{Document Icon}} [[Sliding Stability for Concrete Structures (ETL | {{Document Icon}} [[Sliding Stability for Concrete Structures (ETL 1110-2-256) | Sliding Stability for Concrete Structures (ETL 1110-2-256), USACE, 1981]] | ||
== | ==Trainings== | ||
{{Video Icon}} [[On-Demand Webinar: Stability Evaluations of Concrete Dams]] | {{Video Icon}} [[On-Demand Webinar: Stability Evaluations of Concrete Dams]] | ||
{{Video Icon}} [[On-Demand Webinar: Analysis of Concrete Arch Dams]] | {{Video Icon}} [[On-Demand Webinar: Analysis of Concrete Arch Dams]] | ||
Revision as of 18:11, 14 December 2022
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| Learn more about the need to consider uplift pressure when designing a gravity structure at DamFailures.org |
"Both new and existing structures are constantly being examined to determine if they meet stability criteria. The traditional procedure is to evaluate sliding stability of these structures using the limit equilibrium method of analysis and to evaluate rotational stability using rigid body assumptions and bearing pressure distributions that vary linearly across the base. Soil and uplift loads on the structure are often based on simplifying assumptions. In the limit equilibrium method, only the stress at failure is considered, usually as represented by the Mohr-Coulomb limit-state criterion. The simplified loads and the Mohr-Coulomb limit-state criterion are then used to obtain a single overall factor of safety against a sliding stability failure. This traditional approach is appropriate for many structures where it is difficult to predict just how a particular failure mechanism may develop. However, for existing structures where more is known about service state conditions and uplift pressures, it is possible to more precisely predict what stress changes must occur to develop a failure condition. The margin of safety can be more accurately determined when the path to failure, from initial stress conditions to limit state conditions, is known. This path to failure can be investigated using linear elastic and nonlinear finite-element numerical solutions and facture mechanics concepts. Because the deformation of the structure and its foundation is considered in finite element analyses, and because the path to failure can be more realistically characterized through facture mechanics, a more accurate assessment of safety can often be made using advanced analytical methods."[1]
Best Practices Resources
Stability Analysis of Concrete Structures (EM 1110-2-2100), USACE
Gravity Dam Design (EM 1110-2-2200), USACE, 1995
Arch Dam Design (EM 1110-2-2201), USACE, 1994
Design of Small Dams, USBR, 1987
Sliding Stability for Concrete Structures (ETL 1110-2-256), USACE, 1981
Trainings
On-Demand Webinar: Stability Evaluations of Concrete Dams
On-Demand Webinar: Analysis of Concrete Arch Dams
Citations:
Revision ID: 5702
Revision Date: 12/14/2022