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Frontiers of Structural and Civil Engineering

Front. Struct. Civ. Eng.    2018, Vol. 12 Issue (1) : 81-91     https://doi.org/10.1007/s11709-016-0378-2
RESEARCH ARTICLE |
In-plane transversal normal stresses in the concrete face of CFRD induced by the first-dam reservoir filling
Neftalí SARMIENTO-SOLANO(), Miguel P. ROMO
1Institute of Engineering, National University of Mexico, Mexico City, 04510, Mexico
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Abstract

To evaluate the effects of dam height, valley narrowness and width of concrete slabs on the first-dam reservoir filling in-plane transversal normal stresses in the concrete face of CFRD´s, 3D finite difference analyses were carried out. Behavior of rockfill dams considered in this study was defined from the monitoring of a number of 3D sets of pressure cells and extensometers installed in three large dams in Mexico. The 3D analyses results show that high in-plane transversal compressive stresses develop within the concrete panels located in the central concrete face zone upon dam reservoir filling loading. Likewise, in-plane induced tensile transversal stresses in the zones near the abutments increase the potential of slabs cracking and damaging the waterstops in-between the vertical and perimetral joints. From the results of the 3D finite difference analyses, a simple method to estimate in-plane normal stresses in the concrete face is advanced and through comparisons with the results of a 3D case numerical study, its accuracy assessed.

Keywords concrete face      CFR dams      reservoir filling      slab in-plane stresses     
Corresponding Authors: Neftalí SARMIENTO-SOLANO   
Online First Date: 20 February 2017    Issue Date: 08 March 2018
 Cite this article:   
Neftalí SARMIENTO-SOLANO,Miguel P. ROMO. In-plane transversal normal stresses in the concrete face of CFRD induced by the first-dam reservoir filling[J]. Front. Struct. Civ. Eng., 2018, 12(1): 81-91.
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http://journal.hep.com.cn/fsce/EN/10.1007/s11709-016-0378-2
http://journal.hep.com.cn/fsce/EN/Y2018/V12/I1/81
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Neftalí SARMIENTO-SOLANO
Miguel P. ROMO
Fig.1  Geometrical features CFRDs models
Fig.2  (a) Experimental model of the concrete-concrete interface and (b) numeric model of the contact
propertyslab-slab and slab-plinth jointsconcrete slab-rockfill joint
normal stiffness, kn10 MPa/m100 MPa/m
shear stiffness, ks10 MPa/m10 MPa/m
friction coefficient, m0.530.72
Tensile Strength, T0 MPa0 MPa
Tab.1  Interface elements properties
propertyrockfillslab, plinth
volumetric weight, g20 kN/m324 kN/m3
Young’s Modulus: E0, Ec45 MPa22 MPa
Poisson’s ratio, u0.330.20
Tab.2  Material properties of the CFRDs
Fig.3  (a) Location instrumentation, (b) octahedral stress-strain relationship, and (c) octahedral shear stress- shear strain relationship, obtained from in situ measurements in Aguamilpa dam (modified from Alberro et al. [22])
Fig.4  Three dimensional finite difference models of CFRDs
Fig.5  Contours of transversal stresses in the concrete face under first reservoir filling loading.
Fig.6  Maximum in-plane stresses in the concrete face at the end of reservoir filling: (a) compressive and (b) tensile stresses, a = 0.8
Fig.7  Maximum in-plane stresses in the concrete face without construction joints upon reservoir filling. (a) Compressive; (b) tensile stresses
parametera = 0.4a = 0.6a = 0.8
C 0.00528 H + 0.012530.00676 H + 0.052100.00635 H + 0.21887
D0.00101 H + 0.153070.00121 H + 0.123230.00099 H + 0.13770
Tab.3  Parameters C and D for Eq. (7)
Fig.8  Maximum in-plane stresses at the central section of the concrete face (y = 0 m) upon reservoir filling
methodcompression (kN/m2)tension (kN/m2)
proposed431.2869.0
numerical401.0859.2
Tab.4  Maximum in-plane transversal stresses in the concrete face
Fig.9  Application example 3D finite difference model, H = 140 m
Fig.10  In-plane stresses at the central section of the concrete face (y= 0 m) upon reservoir filling
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