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The Interface Behavior of Rock, Conventional Vibrated and Roller Compacted Concrete

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Abstract

The interface behavior of rock and concrete and between layers of concrete highly affects the performance of concrete dam structures. In this investigation, a modified direct shear test was implemented in the laboratory to evaluate the interface behavior between (1) rock and conventional vibrated concrete (CVC), (2) rock and roller compacted concrete (RCC), (3) CVC and RCC and (4) two layers of RCC. Series of in situ shear tests were also performed between rock and concrete. The friction angle and cohesion for all tested interface were determined and analyzed. The effect of uniaxial compressive strength (UCS) of concrete on the interface behavior was determined. Additionally, the effect of surface roughness on the interface behavior was studied by determining the joint roughness coefficient values. The rock-CVC interface had a higher shear strength than the rock-RCC interface and the RCC–RCC interface had a significantly higher cohesion than the CVC–RCC interface. The peak friction angle equation for the rock joints was verified for rock-concrete interfaces. The high shear stress at the interface increases the dissipated energy. Based on the investigation, the rock-CVC interface with the highest concrete UCS had the highest cohesion, shear strength, and dissipated energy among the laboratory rock-concrete interfaces.

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Abbreviations

\(c\) :

Cohesion in the shear tests (MPa)

\(c_{peak}\) :

Peak cohesion in the shear tests (MPa)

\(c _{{p{-}CVC}}\) :

Interface peak cohesion in the rock-CVC specimens (MPa)

\(c_{{p {-} RCC}}\) :

Interface peak cohesion in the rock-RCC specimens (MPa)

\(c_{residual}\) :

Residual cohesion in the shear tests (MPa)

\(c_{t}\) :

Cohesion in triaxial compression test (MPa)

D :

Diameter of the specimen (mm)

E :

Young’s modulus of elasticity (GPa)

\(f^{{\prime }} c _{CVC}\) :

CVC uniaxial compression strength (MPa)

\(f^{{\prime }} c _{RCC}\) :

RCC uniaxial compression strength (MPa)

G :

Modulus of rigidity (GPa)

H :

Height of the specimen (mm)

K :

Bulk modulus (GPa)

L :

Thickness of the specimen in splitting tensile strength test (mm)

\(L_{p}\) :

Compression pulse-travel distance (m)

\(L_{s}\) :

Shear pulse-travel distance (m)

m :

Mass (kg)

P :

Maximum applied load in splitting tensile strength test (N)

T :

Splitting tensile strength (MPa)

\(T_{p}\) :

Compression effective pulse-travel time (s)

\(T_{s}\) :

Shear effective pulse-travel time (s)

V :

Volume (m3)

\(V_{p}\) :

Compression velocity (m/s)

\(V_{p cvc}\) :

CVC cylinders compression velocity (m/s)

\(V_{p rcc}\) :

RCC cylinders compression velocity (m/s)

\(V_{s}\) :

Shear velocity (m/s)

α :

Angle between the imported shear force and horizontal direction in the in situ shear test (°)

\(\delta p_{s}\) :

Shear load increment in each step in the in situ shear test (N)

μ :

Poisson’s ratio

ρ :

Density (kg/m3)

\(\sigma\) :

Differential failure stress in triaxial compression test (MPa)

\(\sigma_{n}\) :

Normal stress in the shear tests (MPa)

\(\sigma_{1}\) :

Total failure stress in triaxial compression test (MPa)

\(\sigma_{3}\) :

Confining stress in triaxial compression test (MPa)

\(\varphi\) :

Friction angle in the shear test (°)

\(\varphi_{b}\) :

Interface basic friction angle (°)

\(\varphi_{peak}\) :

Peak friction angle in the shear test (°)

\(\varphi_{residual}\) :

Residual friction angle in the shear test (°)

\(\varphi_{t}\) :

Friction angle in triaxial compression test (°)

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Acknowledgements

The authors would like to thank Khakazma Company for providing the equipment for the experimental parts. The authors also greatly appreciate the support of Mr. Ali Naeeji and Ms. Elham Ghochi Asl for their kind help in the experimental programs and the petrographic description, respectively. The authors gratefully acknowledge Professor Chandrakant S. Desai and Professor Lianyang Zhang’s insightful comments and revision on this paper.

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  1. Department of Civil Engineering, Sharif University of Technology, Tehran, Iran

    M. Amin Soltanianfard, Vahab Toufigh & Mohsen Ghaemian

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  1. M. Amin Soltanianfard
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  2. Vahab Toufigh
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  3. Mohsen Ghaemian
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Correspondence to Vahab Toufigh.

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Soltanianfard, M.A., Toufigh, V. & Ghaemian, M. The Interface Behavior of Rock, Conventional Vibrated and Roller Compacted Concrete. Geotech Geol Eng 38, 1949–1969 (2020). https://doi.org/10.1007/s10706-019-01141-3

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