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CONTENTS
Volume 31, Number 3, September 2026
 

Abstract
High axial compression ratios in high-rise buildings critically challenge the ductility of shear walls, yet the seismic behavior of T-shaped fully prefabricated walls with flange plates under such conditions remains unclear. This study experimentally investigates two fully prefabricated T-shaped shear walls connected by novel low-cost APC (grouted sleeve lapping) connectors and one cast-in-place reference wall under a high axial compression ratio of 0.5. The results demonstrate that the prefabricated walls exhibit flexural-shear failure with the critical section shifting upward above the sleeves. The peak loads of TAPC-1 and TAPC-2 reached 734.7 kN and 768.0 kN (positive direction), respectively, slightly higher than that of TSW (725.4 kN). The ductility coefficients ranged from 2.81 to 4.36, all exceeding the minimum requirement of 2.0. The displacement angles at cracking and ultimate stages satisfied the code-specified limits of 1/800 and 1/100. The APC connectors remained elastic under ultimate loading, with sleeve strains far below the yield threshold. It is concluded that the APC-connected T-shaped walls provide seismic performance essentially equivalent to cast-in-place walls, offering a cost-effective and construction-friendly solution for prefabricated high-rise structures.

Key Words
high axial compression ratio; lap steel bars; prefabricated T-shaped shear wall; seismic performance; steel sleeve restraint

Address
Qiong Yu, Tianyu Su: College of Civil Engineering, Tongji University, Shanghai 200092, China
Guiqing Zhai, Fangjun Zheng: Shanxi Construction Engineering Group Co., Ltd., Taiyuan 030006, China
Zhi Zhang, Zhenhai Chen: Shanxi No.2 Construction Engineering Group Co., Ltd., Taiyuan 030013, China
Jiaqiu Sun: Tianjin College, University of Science and Technology Beijing, Tianjin 301830, China

Abstract
To enhance the seismic resilience of ancient masonry pagodas while adhering to the minimum-intervention principle in heritage conservation, a shape memory alloy-suspended pendulum damping system (SMA-SPDS) is applied as an internal vibration control device for the seismic protection of heritage masonry pagodas. Shaking table tests and nonlinear numerical simulations were conducted on the Small Wild Goose Pagoda in Xi'an using a 1:10 scaled model. Seismic excitations were applied along the arched-opening direction using the El Centro, Jiangyou, and artificial Shanghai records with peak ground accelerations of 0.2 g, 0.6 g, and 0.9 g. The control performance was quantified in terms of the acceleration amplification factor, maximum relative displacement, and inter-story drift ratio, and was further examined through a validated three-dimensional finite element model of the pagoda-foundation-damper system. Results indicate that the SMA-SPDS effectively increases global stiffness and reduces both dynamic amplification and displacement demand, with improved effectiveness under stronger shaking. At 0.9 g, the measured reduction in the roof acceleration amplification factor exceeded 0.6, and the numerical results showed a maximum reduction of 35%. For peak ground accelerations up to 0.6 g, the inter-story drift ratio decreased by more than 20%. Damage evaluation under 0.9 g suggests that only the upper portion of the pagoda approached the severe-damage threshold. The close agreement between experimental observations and numerical predictions demonstrates the effectiveness and reliability of SMA-SPDS for seismic protection of ancient masonry pagodas.

Key Words
masonry buildings; seismic response; shaking table test; simulation analysis; SMA-SPDS

Address
School of Urban Planning and Municipal Engineering, Xi'an Polytechnic University, Xi'an 710600, China

Abstract
This study presents a comparative evaluation of the 2018 Building Earthquake Code of Turkey (BECT-2018) and the ASCE/SEI 41-23 standard (Seismic Evaluation and Retrofit of Existing Buildings), focusing on their provisions for column deformation limits and effective flexural stiffness. An experimental dataset of 124 RC columns, predominantly governed by flexural or flexure-shear failures, was used in the evaluations. Deformation limits were evaluated against two key experimental thresholds: lateral-strength loss and post-earthquake repairability, by estimating the probability of exceeding these limits. Effective stiffness predictions were statistically compared with experimental estimations. Both codes tended to underestimate flexural stiffness, though ASCE/SEI 41-23 aligned more closely with experiments, while BECT-2018 showed larger deviations at high axial loads. For deformation limits, BECT-2018 was generally conservative, especially for lateral-strength loss threshold, whereas ASCE/SEI 41-23 reflected a riskier stance, potentially compromising post-earthquake functionality. The probabilistic evaluations indicated that recalibration is particularly warranted for the BECT-2018 Collapse Prevention and ASCE/SEI 41-23 Life Safety limits. Accordingly, illustrative calibration multipliers were proposed based on experimentally derived damage thresholds while preserving the fundamental framework of the existing code formulations.

Key Words
code comparison; deformation limit; experimental validation; flexural stiffness; performance based-seismic assessment; reinforced column

Address
Kaan Türker: Department of Civil Engineering, Faculty of Engineering, University of Balikesir, Balikesir 10145, Türkiye
Cengiz Gültekin: FAB Engineering Software Company, Balikesir 10100, Türkiye

Abstract
Masonry infill walls significantly influence the seismic response of reinforced concrete (RC) buildings; however, the interaction between aspect ratio and infill wall distribution remains insufficiently addressed. This study investigates the combined effect of these parameters on seismic performance, with emphasis on inter-story drift and soft-story response associated with ground-story infill discontinuity. A parametric investigation was conducted on 36 three-dimensional RC models in ETABS with varying aspect ratios and three infill configurations: bare frame (BF), uniformly infilled (UM), and irregularly infilled (IM). Nonlinear static (pushover) analyses were performed to derive capacity curves and key seismic performance indicators. The results show that the seismic contribution of masonry infill walls strongly depends on the structural aspect ratio and that the influence of infill discontinuity is not uniform across building geometries. Uniformly infilled configurations enhance lateral stiffness and strength and markedly reduce maximum inter-story drift, particularly in low-aspect-ratio buildings. Irregular infill layouts are less effective in controlling inter-story drift, particularly in squat structures. Sensitivity to infill discontinuity decreases as aspect ratio increases, although it remains noticeable in slender frames. These findings highlight the importance of aspect ratio and infill distribution in the seismic assessment of RC buildings, particularly for inter-story drift and soft-story behavior.

Key Words
masonry infill walls; pushover analysis; reinforced concrete frames; seismic performance; structural aspect ratio

Address
Nesrine Guettafi: Department of Civil Engineering, Faculty of Technology, University of Batna 2-Mostefa Ben Boulaid, Batna 05000, Algeria
Akram Khelaifia, Issam Abdesselam: Civil Engineering Research Laboratory, University of Biskra, Biskra 07000, Algeria

Abstract
In the present work, thermal stresses in a functionally graded disk have been reported for varying disk profiles and material gradations laws. A variational principle was applied to formulate the problem, and the solution of unknown field variable was then obtained by employing Galerkin's method. Assuming a one-dimensional steady-state heat condition problem, a radial variation of temperature which is expressed in polynomial terms was then considered. The aim of this research is to analyze the thermal stresses induced in disk profiles under two different and opposite temperature boundary conditions. Finite element analysis was utilized to validate the accuracy of proposed methodology. Different material gradation models, such as the power law, sigmoid, and exponential law, were included in the analysis. The Halpin-Tsai model was utilized to estimate Young's modulus, and the rule of mixture was applied to estimate conductivity, density, and thermal expansion. The study reveals a significant change in von Mises stress when the disk profiles change from having a uniform thickness to having an exponential thickness.

Key Words
functionally graded disk; Halpin-Tsai; rule of mixture; thermal stress; variational principle

Address
Royal Madan: Department of Mechanical Engineering, Graphic Era (Deemed to be University), Dehradun 248002, Uttarakhand, India
Pallavi Khobragade: Department of Civil Engineering, School of Engineering and Computing, Dev Bhoomi Uttarakhand University, Naugaon, Uttarakhand 248007, India
Shubhankar Bhowmick: Department of Mechanical Engineering, National Institute of Technology Raipur, Raipur 492010, Chhattisgarh, India
Nafissa Zouatnia, Lazreg Hadji: Department of Civil Engineering, University of Tiaret, BP 78 Zaaroura, Tiaret 14000, Algeria
Hassen Ait Atmane: Laboratory of Structures, Geotechnics and Risks, University of Hassiba Ben Bouali, Chlef 02180, Algeria

Abstract
Structural large-deformation anchor cables serve as crucial supporting components for mitigating geological hazards encompassing large-scale landslides and excessive deformations in deep-buried tunnels, as well as withstanding intense dynamic loads such as explosive impacts acting on underground protective caverns. Their capability of sustaining constant resistance under substantial displacements constitutes the fundamental basis for safeguarding engineering stability under large-deformation conditions. Their inherent capability of sustaining constant resistance under substantial displacements constitutes the fundamental cornerstone for safeguarding engineering stability under large-deformation operational scenarios. The present study carries out an exhaustive investigation regarding the constant-resistance mechanism and mechanical responses of a novel type of structural large-deformation anchor cable: (1) The core configuration is elaborated and the operational mechanism of constant resistance realization through controllable frictional interaction and plastic deformation between the constant-resistance sleeve and the central wedge-shaped constant-resistance element is clarified; (2) Its distinctive load-displacement characteristic curves are obtained via quasi-static tensile testing, and quantitative validation metrics are provided to demonstrate the predictive capability of the numerical model; (3) A three-dimensional finite element model incorporating material nonlinearity, contact nonlinearity, and large geometric deformation is established to reveal the dynamic evolution laws of the sleeve radial deformation field and contact stress field; (4) Parametric analyses are systematically conducted, including the influences of wedge angle, sleeve wall thickness, and friction coefficient on the constant-resistance performance; (5) An analytical calculation formula for constant resistance is derived based on thick-walled cylinder elastoplastic theory and contact mechanics, considering both normal and frictional contact force components. The results demonstrate that the proposed anchor cable exhibits stable constant-resistance behavior with a deformation capacity exceeding 500 mm. This study provides a theoretical basis and design guidance for the engineering application of large-deformation anchor cables in underground support engineering.

Key Words
anchor cable; constant-resistance; mechanism; structural large-deformation

Address
Wei Ming, Lei Song, Wenpeng Che, Shuobiao Li, Wei Zhang: 1) College of Civil and Architectural Engineering, North China University of Science and Technology, Tangshan 063210, Hebei, China; 2) Hebei Key Laboratory of Earthquake Engineering and Disaster Prevention, Tangshan 063210, Hebei, China
Hongyuan Fang: College of Civil and Architectural Engineering, North China University of Science and Technology, Tangshan 063210, Hebei, China

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