Crushed rocks stabilized with organosilane and lignosulfonate in pavement unbound layers: Repeated load triaxial tests

doi:10.1007/s11709-021-0700-5

Front. Struct. Civ. Eng.

2021, Vol. 15

Issue (2) : 412-424 https://doi.org/10.1007/s11709-021-0700-5

RESEARCH ARTICLE

Crushed rocks stabilized with organosilane and lignosulfonate in pavement unbound layers: Repeated load triaxial tests

Diego Maria BARBIERI¹(

), Inge HOFF¹, Chun-Hsing HO²

¹. Department of Civil and Environmental Engineering, Norwegian University of Science and Technology, Trondheim, Trøndelag 7491, Norway
². Department of Civil and Environmental Engineering, Northern Arizona University, Flagstaff, AZ 86011, USA

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Abstract

The creation of the new “Ferry-Free Coastal Highway Route E39” in southwest Norway entails the production of a remarkable quantity of crushed rocks. These resources could be beneficially employed as aggregates in the unbound courses of the highway itself or other road pavements present nearby. Two innovative stabilizing agents, organosilane and lignosulfonate, can significantly enhance the key properties, namely, resilient modulus and resistance against permanent deformation, of the aggregates that are excessively weak in their natural state. The beneficial effect offered by the additives was thoroughly evaluated by performing repeated load triaxial tests. The study adopted the most common numerical models to describe these two key mechanical properties. The increase in the resilient modulus and reduction in the accumulated vertical permanent deformation show the beneficial impact of the additives. Furthermore, a finite element model was created to simulate the repeated load triaxial test by implementing nonlinear elastic and plastic constitutive relationships.

Keywords organosilane lignosulfonate crushed rocks pavement unbound layers repeated load triaxial test finite element analysis

Corresponding Author(s): Diego Maria BARBIERI

Just Accepted Date: 03 March 2021 Online First Date: 16 April 2021 Issue Date: 27 May 2021

Cite this article:

Diego Maria BARBIERI,Inge HOFF,Chun-Hsing HO. Crushed rocks stabilized with organosilane and lignosulfonate in pavement unbound layers: Repeated load triaxial tests[J]. Front. Struct. Civ. Eng., 2021, 15(2): 412-424.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0700-5
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I2/412

Fig.1 RLTT specimen preparation phases.

Fig.2 Grading curves for road base layer.

Fig.3 Loading sequences and steps for the MS LSL procedure.

Fig.4 Three illustrative RLTT samples: untreated, with organosilane, with lignosulfonate.

$ε ˙$	performance
$ε ˙$ <2.5 × 10⁻⁸	elastic range
2.5 × 10⁻⁸< $ε ˙$ <1.0 × 10⁻⁷	elasto-plastic range
$ε ˙$ >1.0 × 10⁻⁷	failure range

Tab.1 Material classification based on the development of plastic deformation

Fig.5 Mesh of the finite element method RLTT model.

Fig.6 Evaluation of Tresca plastic tangent modulus.

Fig.7 Evaluation of Von Mises plastic tangent modulus.

Fig.8 Resilient modulus based on Hicks and Monismith formulation: (a) polymer-based (P) additive; (b) lignin-based (L) additive.

Fig.9 Resilient modulus based on Uzan and Witczak formulation: (a) P additive; (b) L additive.

Tab.2 Regression parameters for Hicks and Monismith, Uzan models

Fig.10 Mobilized angle of friction ρ and angle of friction at incremental failure ϕ: (a) P additive; (b) L additive.

Tab.3 Values of limit angles ρ and ϕ

Fig.11 Accumulated vertical permanent deformation, Barskdale model: (a) P additive; (b) L additive.

Fig.12 Accumulated vertical permanent deformation, Sweere model: (a) P additive; (b) L additive.

Fig.13 Accumulated vertical permanent deformation, Hyde model: (a) P additive; (b) L additive.

Tab.4 Values of a_HYfor Hyde model

Fig.14 Accumulated vertical permanent deformation, Shenton model: (a) P additive; (b) L additive.

Tab.5 Values of a_SH and b_SH regression parameters for Shenton model

Fig.15 Accumulated vertical permanent deformation, Tresca plasticity model: (a) P additive; (b) L additive.

Fig.16 Accumulated vertical permanent deformation, von Mises plasticity model: (a) P additive; (b) L additive.

Tab.6 Plastic modulus values for Tresca and von Mises models

a:apparent attraction

a_BA: first regression parameter, Barksdale model

a_HY: regression parameter, Hyde model

a_SH: first regression parameter, Shenton model

a_SW: first regression parameter, Sweere model

b_BA: second regression parameter, Barksdale model

b_SH: second regression parameter, Shenton model

b_SW: second regression parameter, Sweere model

k_1,HM: first regression parameter, Hicks and Monismith model

k_1,UZ: first regression parameter, Uzan model

k_2,HM: second regression parameter, Hicks and Monismith model

k_2,UZ: second regression parameter, Uzan model

k_3,UZ: third regression parameter, Uzan model

Log: decimal logarithm

M_R: resilient modulus

N: number of load cycles

R²: coefficient of determination for goodness of fit

w: gravimetric moisture content

ε ˙

: strain rate

ε_ve: residual (or elastic or recoverable) vertical strain

ε_vp: permanent (or plastic or not recoverable) vertical strain

θ: bulk stress

θ_m: mean bulk stress

ρ: mobilized angle of friction

σ₁: major principal stress

σ₂: intermediate principal stress

σ₃: minor principal stress

σ_a: reference pressure

σ_d: deviatoric stress

σ_d,m: mean deviatoric stress

σ_t: triaxial (or confining) stress

σ_y: initial yield stress

τ_oct: octahedral shear stress

φ: angle of friction at the incremental failure

CEN: Comité Européen de Normalisation

LA: Los Angeles (test)

LVDT: Linear variable differential transducer

MDE: micro-Deval (test)

MS HSL: Multi-stage high stress level

MS LSL: Multi-stage low stress level

NPRA: Norwegian Public Roads Administration

OMC: Optimum moisture content

RLTT: Repeated load triaxial test

SS HSL: Single-stage high stress level

SS LSL: Single-stage low stress level

UGM: Unbound granular material

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