Onate et al 2012c - Revision history

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Cinmemj moved page Draft Samper 231355424 to Onate et al 2012c

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← Older revision		Revision as of 12:50, 26 April 2018
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−	<!-- ~~metadata commented in wiki content~~	+	''Presented in the "XI ICOLD BENCHMARK WORKSHOP ON NUMERICAL ANALYSIS OF DAMS", Valencia, October 20-21, 2011 - Invited Session''


−	~~<div id="_GoBack" class="center" style="width: auto; margin-left: auto; margin-right: auto;">~~
−	~~'''XI ICOLD BENCHMARK WORKSHOP ON NUMERICAL ANALYSIS OF DAMS'''</div>~~
−
−	~~<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">~~
−	~~<span style="text-align: center; font-size: 75%;">'''Valencia, October 20-21, 2011'''</span></div>~~
−
−	~~<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">~~
−	~~''INVITED SESSION'' ''' '''</div>~~
−
−	~~<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">~~
−	~~'''ANALYSIS OF FLUID-SOIL-STRUCTURE INTERACTION PROBLEMS WITH THE PARTICLE FINITE ELEMENT METHOD (PFEM)'''</div>~~
−
−	~~<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">~~
−	<span style="text-align: center; font-size: 75%;">'''Oñate, Eugenio<span id="fnc-1">[[#fn-1\|<sup>1</sup>]]</span>''';''' Celigueta, Miguel Angel'''<sup>1</sup>;''' Idelsohn, Sergio R.<span id="fnc-2">[[#fn-2\|<sup>2</sup>]]</span>''';''' Salazar, Fernando'''<sup>1</sup>;''' Larese, Antonia'''<sup>1</sup>;''' Rossi, Riccardo'''<sup>1</sup>; '''Suárez, Benjamín'''<sup>1</sup>; '''Morán, Rafael<span id="fnc-3">[[#fn-3\|<sup>3</sup>]]</span>'''</span></div>
−
−	~~==CONTACT==~~
−
−	Eugenio Oñate, International Center for Numerical Methods in Engineering (CIMNE), Universitat Politènica de Catalunya, Gran Capitán, s/n, Edificio C1 Campus Norte UPC, 08034 Barcelona, Spain, 34-93-2057016, [mailto:onate@cimne.upc.edu onate@cimne.upc.edu], [http://www.cimne.com/eo www.cimne.com/eo]
−	~~-->~~

	==Summary ==		==Summary ==

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 {| style="width: 100%;"
 |-
-|  style="text-align: center;width: 52%;"| [[Image:draft_Samper_231355424-image72.jpeg|258px]]
+|  style="text-align: center;"| [[Image:draft_Samper_231355424-image72.jpeg|258px]]
-|  style="text-align: center;width: 52%;"| [[Image:draft_Samper_231355424-image73.jpeg|258px]]
+|  style="text-align: center;"| [[Image:draft_Samper_231355424-image73.jpeg|258px]]
 |-
-|[[Image:draft_Samper_231355424-image75-c.png|300px]]
+|style="text-align: center;"| [[Image:draft_Samper_231355424-image75-c.png|250px]]
-| [[Image:draft_Samper_231355424-image74.png|150px]]
+| style="text-align: center;"| [[Image:draft_Samper_231355424-image74.png|180px]]
 |}
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
 Figure 13. Experimental setting of rockfill dam failure carried out at UPM and CEDEX.</div>
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">

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 |  style="text-align: center;width: 52%;"| [[Image:draft_Samper_231355424-image73.jpeg|258px]]
 |-
-|[[Image:draft_Samper_231355424-image75-c.png|186px]]
+|[[Image:draft_Samper_231355424-image75-c.png|300px]]
-| [[Image:draft_Samper_231355424-image74.png|300px]]
+| [[Image:draft_Samper_231355424-image74.png|150px]]
 |}
@@ Line 387: / Line 387: @@
 (b) Bottom pressure distribution
-[[Image:draft_Samper_231355424-image77-c.png|474px]] </div>
+[[File:Draft_Samper_231355424_4326_Fig14b.png|474px]] </div>
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">

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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
 Figure 12: Failure of rockfill dam. Alternative solution algorithms.</div>
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 |  style="text-align: center;width: 52%;"| [[Image:draft_Samper_231355424-image72.jpeg|258px]]
 |  style="text-align: center;width: 52%;"| [[Image:draft_Samper_231355424-image73.jpeg|258px]]
 |-
-|  style="vertical-align: top;width: 70%;"| [[Image:draft_Samper_231355424-image74.png|600px]]  [[Image:draft_Samper_231355424-image75-c.png|186px]]
+|[[Image:draft_Samper_231355424-image75-c.png|186px]]
 |}
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-(a) Failure length (B)</div>
+(a) Failure length (B)
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+[[Image:draft_Samper_231355424-image76.jpeg|414px]]
- [[Image:draft_Samper_231355424-image76.jpeg|414px]] </div>
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+(b) Bottom pressure distribution
-(b) Bottom pressure distribution</div>
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+[[Image:draft_Samper_231355424-image77-c.png|474px]] </div>
- [[Image:draft_Samper_231355424-image77-c.png|474px]] </div>
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">

← Older revision		Revision as of 12:42, 26 April 2018
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	Figure 10: Lituya Bay landslide. Landslide direction and maximum wave level [7]</div>		Figure 10: Lituya Bay landslide. Landslide direction and maximum wave level [7]</div>
		+
		+
		+	<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
		+	[[File:Draft_Samper_231355424_5093_Fig11.png\|516px]] </div>
		+
		+	<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
		+	Figure 11: Lituya Bay landslide. Evolution of the landslide into the reservoir obtained with the PFEM. Maximum level of generated wave (551 m) in the north slope</div>
		+

	PFEM results have been compared with observed values of the maximum water level in the north hill adjacent to the reservoir. The maximum water level in this hill obtained with PFEM was 551 m. This is 5% higher than the observed value of 524 m. [7]. The maximum height location differs in 300 m from the observed value. In the south slope the maximum water height observed was 208 m, while the PFEM result (not shown here) was 195 m (6% error).		PFEM results have been compared with observed values of the maximum water level in the north hill adjacent to the reservoir. The maximum water level in this hill obtained with PFEM was 551 m. This is 5% higher than the observed value of 524 m. [7]. The maximum height location differs in 300 m from the observed value. In the south slope the maximum water height observed was 208 m, while the PFEM result (not shown here) was 195 m (6% error).

← Older revision	Revision as of 12:53, 26 April 2018
(No difference)

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 The evolution of the free surface of the fluid within the dam and over the rockfill slope is calculated using an Eulerian fixed mesh approach. A level set technique is used to track the evolution of the free surface. The Navier-Stokes equations for the fluid are modified to consider the presence of the porous media via a nonlinear (quadratic) Darcy law using Ergun coefficients that automatically go to zero when the flow exits the porous material. The balance equations are solved in term of Darcy velocity.
 The structural response is evaluated using a continuum visco-rigid model and a Mohr-Coulomb failure criterion (with no cohesion) via the PFEM. Its specific features make it appropriate to treat the rockfill material undergoing large deformations and shape changes.
-An alternative algorithm for projecting variables between non-matching meshes has been developed for passing information between the fixed mesh for the fluid and the moving mesh for the dams. Fig. 12 shows a scheme of the algorithm. For more details see [13,14].
+An alternative algorithm for projecting variables between non-matching meshes has been developed for passing information between the fixed mesh for the fluid and the moving mesh for the dams. Figure 12 shows a scheme of the algorithm. For more details see [13,14].
 Prototype dams like the one shown in Figure 13 have been analyzed and monitored during their failing process. Results are compared with experiments carried at the Technical University of Madrid (UPM) and the Center for Hydrographic studies of CEDEX. The bottom pressure distribution is registered when the failure achieves its stationary value for a given incoming discharge. The length of failure is also measured. Both these parameters are compared to numerical results (Figures 14 and 15).

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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-''' [[Image:draft_Samper_231355424-image70-c.jpeg|516px]] '''</div>
+[[File:Draft_Samper_231355424_5093_Fig11.png|516px]] </div>
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
 Figure 11: Lituya Bay landslide. Evolution of the landslide into the reservoir obtained with the PFEM. Maximum level of generated wave (551 m) in the north slope</div>
 The structural response is evaluated using a continuum visco-rigid model and a Mohr-Coulomb failure criterion (with no cohesion) via the PFEM. Its specific features make it appropriate to treat the rockfill material undergoing large deformations and shape changes.

@@ Line 331: / Line 331: @@
 Figures 11 show images of the simulation of the landslide with PFEM. The sliding mass has been modelled as a continuum with a prescribed shear modulus. No frictional effect between the sliding mass and the underneath soil has been considered. The analysis has not taken into account the erosion and dragging of soil material induced by the landslide mass.
+<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
 [[File:Draft_Samper_231355424_3303_Fig10.png|600px]]
 Figure 10: Lituya Bay landslide. Landslide direction and maximum wave level [7]</div>