To provide a unified description of the monotonic and cyclic compressive responses of concrete after freeze–thaw exposure, a one-dimensional phenomenological damage–plasticity constitutive framework is proposed. Freeze–thaw-induced pre-damage is quantified by the degradation of the initial static stiffness. A Mander-type equation is employed to describe the monotonic envelope, while residual strain is introduced to characterize plastic deformation. A signed stiffness variable is defined to distinguish pre-peak compaction from post-peak mechanical damage, and the unloading and reloading paths are represented by piecewise power-law functions for the pre-peak and post-peak regimes. The model is evaluated using 36 monotonic compression curves of recycled coarse aggregate self-compacting concrete subjected to sulfate freeze–thaw cycles and cyclic compression data for ordinary concrete subjected to seawater freeze–thaw cycles. After independent identification of the envelope-shape parameters, the monotonic responses yield an average R² of 0.978 and an average NRMSE of 0.041, whereas the complete cyclic responses yield an average R² of 0.941 and an average NRMSE of 0.066. Because the model parameters are identified separately using data from each freeze–thaw exposure level, these accuracy measures characterize parameter calibration and response reconstruction rather than independent prediction of untested exposure states. Freeze–thaw exposure causes substantially greater degradation of the initial static elastic modulus than reduction in peak stress, indicating that stiffness, strength, peak strain, and envelope shape should be treated as state variables at different hierarchical levels. The cyclic unloading stiffness exhibits both pre-peak enhancement and post-peak degradation, confirming the necessity of separately representing compaction and mechanical damage. The proposed model provides a unified representation of the monotonic envelope, residual deformation, and principal cyclic hysteretic characteristics of freeze–thaw-damaged concrete.

Prefabricated construction is increasingly adopted worldwide because of its advantages in sustainability and construction efficiency. Nevertheless, the construction phase still faces substantial and multifaceted risks. These risks are characterized by high uncertainty and strong dependence on the subjective judgments of decision-makers, which may limit the wider promotion and application of prefabricated construction. Existing risk assessment methods often struggle to represent neutral and refusal attitudes in expert evaluations with sufficient precision. They also do not fully account for the psychological and behavioral mechanisms of decision-makers under risk. To address these limitations, this study proposes an integrated evaluation framework that combines interval-valued picture fuzzy sets (IVPFSs), cumulative prospect theory (CPT), and TOPSIS. The decision objective is to rank alternative construction-stage risk-control schemes and identify the relatively important risk factors influencing the ranking results. IVPFSs are used to represent support, opposition, neutrality, and refusal degrees in expert evaluations. CPT is incorporated to capture decision-makers’ risk preferences, reference dependence, and loss-aversion behavior. A comprehensive risk indicator system is developed from five dimensions: personnel, management, technology, environment, and materials/equipment. Attribute weights are determined using a coordinated AHP–entropy weighting scheme to balance subjective expert judgment with objective information contained in the evaluation data. The proposed framework is applied to a prefabricated building project in Shanghai. The results indicate that personnel-related factors, especially the technical proficiency of construction workers, are relatively important risk sources in the examined case. The model also provides a structured ranking of alternative risk-control schemes. Overall, this study offers an exploratory case-based decision-support framework for construction-stage risk management in prefabricated building projects and demonstrates the potential value of incorporating behavioral preferences into fuzzy multi-criteria risk assessment.

Concrete exposed to sub-zero and elevated temperatures exhibits strongly non-monotonic mechanical behavior governed by different physical mechanisms. Existing thermo-mechanical constitutive models commonly account for temperature-dependent degradation, but many are formulated for a specific temperature regime, and explicit treatment of reversible freezing-induced strengthening and irreversible high-temperature damage within a single constitutive structure remains limited. This study develops a unified thermo-elastoplastic damage model for concrete over the temperature range from −40 to 800 °C within the framework of irreversible thermodynamics. Plasticity is formulated in the effective-stress space, while compressive damage is driven by the damage energy release rate. Temperature effects are incorporated through evolution laws for compressive strength, elastic modulus, peak strain, and the shape parameters of the ascending and descending branches. Ice-induced strengthening is represented through reversible modifications of stiffness and strength thresholds, whereas high-temperature dehydration and microcracking are represented through irreversible thermal damage. The model was calibrated using published low-temperature compression data for C30–C50 concrete and complete high-temperature stress–strain curves for normal-strength concrete. The normalized curve-shape laws were subsequently assessed using high-strength concrete curves after normalization by their measured peak stress and peak strain, while selected components of the three-dimensional extension were assessed using residual HSC60 true-triaxial data. The calibrated model represented the freezing-point strength valley, sub-zero strengthening and embrittlement, non-monotonic strength evolution at intermediate temperatures, and progressive high-temperature ductilization. Complete high-temperature normal-strength concrete curves were reproduced with R² values of 0.94–0.99, while the normalized multiaxial strength assessment yielded an average relative error of approximately 8%. These results support the internal consistency of the formulation and the limited cross-strength-grade applicability of the normalized curve-shape laws, rather than unrestricted predictive capability. Further independent experiments are required before application beyond the material, moisture, thermal-history, and loading conditions represented by the available datasets.

This study addresses abnormal cutter wear in H13 steel disc cutters during tunnel boring machine excavation of composite strata, where transient frictional shearing temperatures interact with environmental degradation. Taking the Xiangshan Tunnel at 160 m overburden depth as the engineering background, a coupled FLAC3D-PFC3D model was developed to resolve the coupled thermo-mechanical process, and a relative wear model based on the Holm method was formulated to incorporate sub-microscopic microstructural damage and quantify wear evolution. Numerical simulations elucidated the coupled thermal evolution mechanism at the cutter–rock interface. Systematic analyses were performed on single-cutter wear under coupled cutting temperature–chemical corrosion and cutting temperature–freeze–thaw cycling, together with the total wear for single-, double-, and triple-cutter configurations. Under temperature–chemical corrosion coupling, the peak wear coefficient of H13 steel reached 1.45 at 600 °C and pH 6. Under temperature–freeze–thaw cycling coupling, H13 steel peaked at 1.75 at 600 °C with 14 freeze–thaw cycles. Under triple-factor coupling, single-cutter wear was primarily influenced by freeze–thaw damage, double-cutter wear by penetration depth and chemical corrosion, and triple-cutter wear by cutter spacing and chemical corrosion. The chemical corrosion proportion in the double-cutter interface reached 89.4%. At 600 °C, thermal softening drastically amplified environmental degradation abrasion in the primary rock material. Chemical–thermal coupling exhibited greater influence than freeze–thaw cycling, and preferential chemical dissolution in the interface zone compressed the cutter parameter regulation space to its limit. The wear coefficient quantification and factor influence ranking reflect the multi-factor-coupled wear evolution in transportation tunnel composite strata. The parameter sensitivity data provides quantitative references for cutter replacement cycles, advanced parameter selection, and per-kilometer cost variations in tunnel construction management.

Fibre-reinforced concrete exhibits complex deterioration when exposed to elevated temperatures because of physicochemical degradation, moisture migration, thermal incompatibility, pore-pressure development, and progressive cracking. Previous reviews have largely addressed temperature-dependent mechanical properties, residual performance, or spalling behaviour separately, while the connections between fibre-specific thermal mechanisms, residual mechanical performance, cracking and spalling, and hybrid-fibre interactions remain insufficiently integrated. This review addresses this gap through a mechanism-based comparison of concrete reinforced with steel, polypropylene (PP), glass, and hybrid fibres. Relevant peer-reviewed studies were identified through targeted keyword searches covering fibre-reinforced concrete, elevated-temperature exposure, residual mechanical properties, cracking, spalling, and hybrid-fibre effects, and were subsequently synthesised according to fibre type and dominant high-temperature mechanism. Based on this synthesis, distinct fibre-specific functions under elevated-temperature exposure were identified. Steel fibres primarily improve crack bridging, stress transfer, and post-cracking toughness, although their effectiveness decreases as the fibre–matrix interface deteriorates at severe temperatures. PP fibres mainly enhance vapour transport by promoting pore connectivity after thermal softening and melting, thereby reducing pore-pressure accumulation and explosive spalling. Glass fibres can restrain microcrack development and contribute to residual strength within suitable temperature ranges, but their high-temperature performance is more dependent on fibre and matrix characteristics. Hybrid fibre systems, particularly steel–PP combinations, provide complementary benefits by integrating pore-pressure relief with crack control and residual load transfer. The effects of fibre dosage and geometry, matrix properties, heating regime, moisture condition, and restraint are also discussed. The review highlights the need for fibre design strategies that balance spalling resistance, residual strength, stiffness, and post-cracking performance rather than optimizing a single property.