###### Abstract
Continuum-based modeling approaches assuming quasi-isotropic elasto-plastic behavior have been widely used since the 1970s. Most of them use failure criteria according to Hoek-Brown [8] or Mohr-Coulomb. For a realistic modeling of the highly nonlinear mechanical behavior of rock, [PERSON] et al. [9] proposed an isotropic rock damage-plasticity model. It originates from the well-established concrete model by [PERSON] and [PERSON] [10] and incorporates linear elasticity, hardening plasticity with non-associated plastic flow as well as strain softening resulting from damage due to micro-cracking. The smooth Hoek-Brown failure criterion, proposed by [PERSON] and [PERSON] [11] is used as an ultimate strength envelope. For objectively capturing structural failure mechanisms, such as the formation of shear bands in the context of tunnel excavation or borehole breakout, the model was extended by an over-nonlocal implicit gradient-enhanced formulation by [PERSON] et al. [12]. The above mentioned models are restricted to rock types with isotropic material behavior. However, inherent anisotropy associated with an oriented microstructure of rock may have a significant impact on predicting the mechanical behavior. Especially in a stratified or foliated rock mass, e.g., shales or phyllites, often the special cases of orthotropic or transversely isotropic material behavior arise. For considering such inherent direction dependence in continuum-based models, several approaches have been developed in the past: anisotropic yield functions were proposed by [PERSON] [13], [PERSON] [14] and [PERSON] and [PERSON] [15], amongst others. Ubiquitous joint models, building upon the _single plane of weakness theory_ by [PERSON] [16], in which failure--in the rock matrix, along oriented joints or in both--may occur, were proposed by [PERSON] et al. [17] and [PERSON] et al. [18; 19]. An anisotropic generalization of isotropic failure criteria by means of scalar anisotropy parameters was proposed by [PERSON] and [PERSON] [20], [PERSON] et al. [21], [PERSON] et al. [22; 23] and [PERSON] et al. [24]. Alternatively, by means of a linear mapping of the Cauchy stress tensor into a fictitious isotropic configuration, originally proposed by [PERSON] [25], a transversely isotropic failure criterion was obtained as an extension of an isotropic failure criterion. This approach was applied in several works, e.g., [26; 27; 28; 29; 30; 31]. The last three mentioned concepts, i.e., ubiquitous joint models, generalization of isotropic failure criteria by means of scalar anisotropy parameters and linear mapping into a fictitious isotropic configuration, were part of a comprehensive review for considering transversely isotropic material behavior by [PERSON] et al. [32]. The mapping of the Cauchy stress tensor into a fictitious isotropic configuration turned out to be the most versatile modeling approach. Thus, the transversely isotropic rock damage-plasticity (TI-RDP) model was proposed by combining the isotropic rock damage-plasticity model [9; 12] and the approach by [PERSON] [25]. Based on three-dimensional (3D) FE simulations of triaxial compression tests, it was shown that the TI-RDP model is well suited for modeling the inherent direction-dependent and highly nonlinear behavior of stratified or foliated rock types in a realistic manner. Modeling the tunnel excavation or borehole breakout was subject of numerous publications, e.g., [27; 33; 34; 35; 36; 37; 38]. In [PERSON] et al. [39], the importance of employing advanced constitutive models for rock mass and shotcrete for predicting the mechanical behavior of deep tunnels was demonstrated. In [PERSON] et al. [40], numerical simulations of the failure mechanism of tunneling in transversely isotropic rock mass were presented. [PERSON] and [PERSON] [41] investigated the deformation behavior of a tunnel structure using a multi-laminate model for the surrounding rock mass, considering directional dependencies but not damaging processes. [PERSON] et al.