Abstract
The flexural behavior of composite sandwich wall panels with different thicknesses, numbers of holes, and hole
forms, and arrangement form of longitudinal steel bar (uniform type and concealed-beam type) are investigated. A total of
twelve composite sandwich wall panels are prepared, utilizing modified polystyrene particles mixed with foam concrete for the
flexural performance test. The failure pattern of the composite sandwich wall panels is influenced by the extruded polystyrene
panel (XPS) panel thickness and the reinforcement ratio in combination, resulting in both flexural and shear failure modes.
Increasing the XPS panel thickness causes the specimens to transition from flexural failure to shear failure. An increase in the
reinforcement ratio leads to the transition from flexural failure to shear failure. The hole form on the XPS panel and the steel bar
arrangement form affect the loading behavior of the specimens. Plum-arrangement hole form specimens exhibit lower steel bar
strain and deflection compared to linear-arrangement hole form specimens. Additionally, specimens with concealed beam-type
steel bar display lower steel bar strain and deflection than uniform-type steel bar specimens. However, the hole form and steel
bar arrangement form have a limited impact on the ultimate load. Theoretical formulas for cracking load are provided for both
fully composite and non-composite states. When compared to the experimental values, it is observed that the cracking load of
the specimens with XPS panels closely matches the calculations for the non-composite state. An accurate prediction model for
the ultimate load of fully composite wall panels is developed. These findings offer valuable insights into the behavior of
composite sandwich wall panels and provide a basis for predicting their performance under various design factors and
conditions.
Address
Lei Li:Dept. of Civil Engineering and Architecture, Anhui University of Technology, China
Wei Huang:Dept. of Civil Engineering and Architecture, Anhui University of Technology, China
Zhengyi Kong:1)Dept. of Civil Engineering and Architecture, Anhui University of Technology, China
2)Institute for Sustainable Built Environment, Heriot-Watt University, UK
Li Zhang:Dept. of Civil Engineering and Architecture, Anhui University of Technology, China
Abstract
To study the influence of different reduced beam section (RBS) on the mechanical performance of modular boltedwelded hybrid connection joints (MHCJs), this article uses ABAQUS to establish and verify the finite element model (FEM) of
the test specimens on the basis of quasi-static test research. Based on, 14 joint models featuring different RBS are devised to
evaluate their influence on seismic behavior, such as joint failure mode, bending moment (M)-rotation angle (Θ) curve, ductility,
and energy consumption. The results indicate that when the flange and web are individually weakened, they alleviate to some
extent the concentrated stress of the core module (CM) and column end steel skeleton in the joint core area, but both increase the
stress on the flange connecting plate (FCP). At the same time, the impact of both on seismic performance such as bearing
capacity, stiffness, and energy consumption is relatively small. When simultaneously weakening the flange and web of the steel
beam, forming plastic hinges at the weakened position of the beam end, significantly alleviated the stress concentration of the
CM and the damage at the FCP, improving the overall deformation and energy consumption capacity of joints. But as the
weakening size of the web increases, the overall bearing capacity of the joint shows a decreasing trend.
Key Words
finite element analysis; mechanical properties; RBS; seismic performance; steel-concrete composite joint
Address
Zhen Zhu:School of Civil Engineering, Qingdao University of Technology, Qingdao 266000, P.R. China
Haitao Song:School of Civil Engineering, Qingdao University of Technology, Qingdao 266000, P.R. China
Mingchi Fan:School of Civil Engineering, Qingdao University of Technology, Qingdao 266000, P.R. China
Hao Yu:China Construction Engineering Group Shandong Co., Ltd, Qingdao 266000, P.R. China
Chenglong Wu:School of Civil Engineering, Qingdao University of Technology, Qingdao 266000, P.R. China
Chunying Zheng:School of Environmental and Municipal Engineering, Qingdao University of Technology, Qingdao 266000, P.R. China
Haiyang Duan:Zhongqing Jian'an Construction Group Co., Ltd, Qingdao 266000, P.R. China
Lei Wang:Qingdao Tengyuan Design Firm Co., Ltd, Qingdao 266000, P.R. China
Abstract
A flat slab is a structural system where columns directly support it without the presence of beam elements. However,
despite its wide advantages, this structural system undergoes a major deficiency where stresses are concentrated around the
column perimeter, resulting in the progressive collapse of the entire structure as a result of losing the shear transfer mechanisms
at the cracked interface. Predicting the punching shear capacity of RC flat slabs is a challenging problem where the factors
contributing to the overall slab strength vary broadly in their significance and effect extent. This study proposed a new
expression for predicting the slab's capacity in punching shear using a nonuniform concrete tensile stress distribution assumption
to capture, as well as possible, the induced strain effect within a thick RC flat slab. Therefore, the overall punching shear
capacity is composed of three parts: concrete, aggregate interlock, and dowel action contributions. The factor of the shear spanto-depth ratio (a_v⁄d) was introduced in the concrete contribution in addition to the aggregate interlock part using the maximum
aggregate size. Other significant factors were considered, including the concrete type, concrete grade, size factor, and the
flexural reinforcement dowel action. The efficiency of the proposed model was examined using 86 points of published
experimental data from 19 studies and compared with five code standards (ACI318, EC2, MC2010, CSA A23.3, and JSCE).
The obtained results revealed the efficiency and accuracy of the model prediction, where a covariance value of 4.95% was
found, compared to (13.67, 14.05, 15.83, 19.67, and 20.45) % for the (ACI318, CSA A23.3, MC2010, EC2, and JSCE),
respectively.
Address
Rajai Z. Al-Rousan and Bara'a R. Alnemrawi:Department of Civil Engineering, Faculty of Engineering, Jordan University of Science and Technology, P.O. Box 3030, Irbid 22110, Jordan
Abstract
The geometry change of railway tracks significantly influences the safety and ride comfort of high-speed trains.
This paper presents an analytical method to map the thermal deformations of a long-span arch bridge to the geometry of CRTS
Type I double-block ballastless tracks for high-speed railways. A mechanical model of the bridge-track coupled system was
developed to derive analytical formulae of the deformations of the track. The analytical formulae explicitly consider the
mechanical properties of the bridge-track coupled system and the temperature profile. A three-dimensional finite element model
was established to evaluate the predictions obtained from the analytical formulae. The results show that the analytical formulae
provide accurate predictions of the track deformations caused by the thermal deformations of bridges. This research will
promote the design, evaluation, and operation of high-speed railway bridges for improved safety and ride comfort in engineering
practices.
Key Words
arch bridge; CRTS Type I double-block ballastless track; finite element analysis; high-speed railway;
thermal deformation; track geometry
Address
Hongye Gou:1)Department of Bridge Engineering, School of Civil Engineering, Southwest Jiaotong University, Chengdu, Sichuan 610031, China 2)Key Laboratory of High-Speed Railway Engineering of the Ministry of Education, Chengdu, Sichuan 610031, China 3)National Key Laboratory of Bridge Intelligent and Green Construction, Southwest Jiaotong University, Chengdu 611756, Sichuan, China
Hairong Ren:Department of Bridge Engineering, School of Civil Engineering, Southwest Jiaotong University, Chengdu, Sichuan 610031, China
Fei Hu:Department of Bridge Engineering, School of Civil Engineering, Southwest Jiaotong University, Chengdu, Sichuan 610031, China
Qianhui Pu:Department of Bridge Engineering, School of Civil Engineering, Southwest Jiaotong University, Chengdu, Sichuan 610031, China
Xuguang Wen:International Joint Key Laboratory of Guangxi China-ASEAN Comprehensive Transportation, Nanning College,
Nanning, Guangxi 530000, China
Yi Bao:Department of Civil, Environmental and Ocean Engineering, Stevens Institute of Technology, Hoboken, New Jersey 07030, USA
Abstract
Hollow reinforced concrete columns confined with GFRP tubes (GRCH) are composite members composed of the outer
GFRP tube, the PVC or other plastic tube as the inner tube, and the reinforced concrete between two tubes. Because of their high ductility,
light weight, corrosion resistance and convenient construction, many researchers pay attention to the composite members. However, there
are few studies on GRCH members under eccentric compression compared with those under axial compression. Eight hollow columns
were tested under eccentric compression, including one axial compression column and seven eccentric compression columns. The failure
modes and force mechanisms of GRCH members were analyzed, considering the varying in hollow ratio, reinforcement ratio and
eccentricity. The test results showed that configuring steel bars can greatly increase the bearing capacity and ductility of the members. Each
component (GFRP tube, concrete, steel bar) had good deformation coordination and the strength of each material could be fully utilized. But
for specimens with larger eccentricity ratio (er=0.4) and larger hollow ratio (x=0.55), the restraining effect of GFRP tube on concrete was
significantly decreased.
Abstract
This study focuses on the reliability of a transmission line under wind excitation and evaluates the failure probability
using explicit data resources. The data-driven framework for calculating the failure probability of a transmission line subjected
to wind loading is presented, and a probabilistic method for estimating the yearly extreme wind speeds in each wind direction is
provided to compensate for the incompleteness of meteorological data. Meteorological data from the Xuwen National Weather
Station are used to analyze the distribution characteristics of wind speed and wind direction, fitted with the generalized extreme
value distribution. Then, the most vulnerable tower is identified to obtain the fragility curves in all wind directions based on
uncertainty analysis. Finally, the failure probabilities are calculated based on the presented method. The simulation results reveal
that the failure probability of the employed tower increases over time and that the joint probability distribution of the wind speed
and wind direction must be considered to avoid overestimating the failure probability. Additionally, the mixed wind climates
(synoptic wind and typhoon) have great influence on the estimation of structural failure probability and should be considered.
Address
Xing Fu:Dalian University of Technology, State Key Laboratory of Coastal and Offshore Engineering,
2 Linggong road, Ganjingzi district, Dalian, Liaoning, China
Wen-Long Du:Dalian University of Technology, State Key Laboratory of Coastal and Offshore Engineering,
2 Linggong road, Ganjingzi district, Dalian, Liaoning, China
Gang Li:Dalian University of Technology, State Key Laboratory of Coastal and Offshore Engineering,
2 Linggong road, Ganjingzi district, Dalian, Liaoning, China
Zhi-Qian Dong:Dalian University of Technology, State Key Laboratory of Coastal and Offshore Engineering,
2 Linggong road, Ganjingzi district, Dalian, Liaoning, China
Hong-Nan Li:1)Dalian University of Technology, State Key Laboratory of Coastal and Offshore Engineering,
2 Linggong road, Ganjingzi district, Dalian, Liaoning, China
2)Shenyang Jianzhu University, School of Civil Engineering, 25 Middle Hunnan Road, Hunnan district, Shenyang, Liaoning, China
Abstract
The mechanical behavior of the steel tube encased high-strength concrete (STHC) composite walls under constant
axial load and cyclically increasing lateral load was studied. Conclusions are drawn based on experimental observations, grey
evolutionary algorithm and finite element (FE) simulations. The use of steel tube wall panels improved the load capacity and
ductility of the specimens. STHC composite walls withstand more load cycles and show more stable hysteresis performance
than conventional high strength concrete (HSC) walls. After the maximum load, the bearing capacity of the STHC composite
wall was gradually reduced, and the wall did not collapse under the influence of the steel pipe. For analysis of the bending
capacity of STHC composite walls based on artificial intelligence tools, an analysis model is proposed that takes into account the
limiting effect of steel pipes. The results of this model agree well with the test results, indicating that the model can be used to
predict the bearing capacity of STHC composite walls. Based on a reasonable material constitutive model and the limiting effect
of steel pipes, a finite element model of the STHC composite wall was created. The finite elements agree well with the
experimental results in terms of hysteresis curve, load-deformation curve and peak load.
Key Words
artificial intelligence; composite walls; FEM based grey algorithm; high-strength concrete; mechanical
behavior
Address
Yahui Meng:Guangdong University of Petrochemical Technology, School of Science, Maoming 525000, P.R. China
Huakun Wu:School of Computer Science, Guangdong Polytechnic Normal University, Guangzhou, Guangdong, P.R. China
ZY Chen:Division of Engineering and Applied Science, California Institute of Technology, Pasadena, CA 91125, USA
Timothy Chen :Division of Engineering and Applied Science, California Institute of Technology, Pasadena, CA 91125, USA
Abstract
The primary objective of this study is to analyze the free vibration behavior of a sandwich cylindrical shell with a
defective core and wavy carbon nanotube (CNT)-enhanced face sheets, utilizing the three-dimensional theory of elasticity. The
intricate equations of motion for the structure are solved semi-analytically using the generalized differential quadrature method.
The shell structure consists of a damaged isotropic core and two external face sheets. The distributions of CNTs are either
functionally graded (FG) or uniform across the thickness, with their mechanical properties determined through an extended rule
of mixture. In this research, the conventional theory regarding the mechanical effectiveness of a matrix embedding finite-length
fibers has been enhanced by introducing tube-to-tube random contact. This enhancement explicitly addresses the progressive
reduction in the tubes' effective aspect ratio as the filler content increases. The study investigates the influence of a damaged
matrix, CNT distribution, volume fraction, aspect ratio, and waviness on the free vibration characteristics of the sandwich
cylindrical shell with wavy CNT-reinforced face sheets. Unlike two-dimensional theories such as classical and the first shear
deformation plate theories, this inquiry is grounded in the three-dimensional theory of elasticity, which comprehensively
accounts for transverse normal deformations.
Key Words
3D theory of elasticity; defective matrix; free vibration analysis; laminated shells; rule of mixture
Address
R. Bina:Department of Mechanical Engineering, Shahid Chamran University, Iran
M. Soltani Tehrani:Department of Civil Engineering, Najafabad Branch, Islamic Azad University, Najafabad, Iran
A. Ahmadi:Faculty of Civil and Environmental Engineering, Tarbiat Modares University, Iran
A. Ghanim Taki:Department of Radiology Techniques, health and medical techniques college, Alnoor University, Mosul, Iraq
R. Akbarian:Islamic Azad University Branch of Islamshahr, Islamshahr, Iran
