Evaluation and Load Rating of a Steel Girder In-Span Hinge Connection

2021 ◽  
pp. 036119812110578
Author(s):  
Sofia Puerto Tchemodanova ◽  
Daniel Baxter ◽  
Shayla Olson
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Steel Plate ◽  
Element Model ◽  
Load Rating ◽  
Steel Girder ◽  
Expansion Joints ◽  
Girder Bridges ◽  
Steel Girder Bridges ◽  
The Moment

Continuous steel plate girder bridges often use intermediate expansion joints located at in-span hinges to divide the superstructure into individual units with shorter expansion lengths. One common type of in-span hinge is often termed a “shiplap joint.” This type of joint is located away from piers near the moment inflection point of the span, maximizing girder efficiency. It consists of a cantilevered portion of the superstructure supporting a suspended portion of the latter on bearings placed on dapped portions of the steel plate girders. Few references are available for the evaluation and load rating of shiplap in-span hinges used in steel girder bridges. In this study, the strength and stability of a typical shiplap hinge connection is evaluated using two methodologies: a 3D finite element model including a detailed mesh of the connection; and a proposed simplified methodology based on design equations. Load ratings of the connections based on these methodologies are compared. The proposed approach allows for a conservative assessment of the hinge without the need for a detailed finite element model.

A materially nonlinear finite element model for the analysis of curved reinforced concrete box-girder bridges

1993 ◽  
Vol 20 (5) ◽  
pp. 754-759 ◽  
Author(s):  
S. F. Ng ◽  
M. S. Cheung ◽  
J. Q. Zhao
Keyword(s):  
Finite Element ◽  
Reinforced Concrete ◽  
Finite Element Model ◽  
Element Model ◽  
Nonlinear Material ◽  
Box Girder Bridges ◽  
Box Girder ◽  
Girder Bridges ◽  
Concrete Box Girder ◽  
Concrete Box Girder Bridges

A layered finite element model with material nonlinearity is developed to trace the nonlinear response of horizontally curved reinforced concrete box-girder bridges. Concrete is treated as an orthotropic nonlinear material and reinforcement is modeled as an elastoplastic strain-hardening material. Due to the fact that the flanges and webs of the structure are much different both in configuration and in the state of stresses, two types of facet shell elements, namely, the triangular generalized conforming element and the rectangular nonconforming element, are adopted to model them separately. A numerical example of a multi-cell box-girder bridge is given and the results are compared favourably with the experimental results previously obtained. Key words: finite element method, curved box-girder bridges, reinforced concrete, nonlinear analysis.

Rotational behavior and modeling of bolted glulam beam-to-column connections with slotted-in steel plate

2020 ◽  
Vol 23 (9) ◽  
pp. 1989-2000
Author(s):  
Xiaoluan Sun ◽  
Yiheng Qu ◽  
Weiqing Liu ◽  
Weidong Lu ◽  
Shenglin Yuan
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Numerical Method ◽  
Steel Plate ◽  
Element Model ◽  
Constitutive Law ◽  
Rotational Behavior ◽  
Rotational Stiffness ◽  
Glulam Beam ◽  
Bolt Diameter

In this article, the rotational behavior of typical bolted glulam beam-to-column connections with slotted-in steel plate was studied in the numerical method. In order to describe the complicated behavior of wood more closely, an elastic–plastic damage constitutive law combining the Hill yielding criterion and a modified Hashin failure criterion was embedded in the commercial ABAQUS software in the form of a VUMAT subroutine. Subsequently, a three-dimensional finite element model based on the constitutive law proposed was established, with the failure mode and moment–rotation curve compared to some similar experiments. Based on this finite element model, a parametric study concentrating on the influence of the width of the beam, bolt diameter, and assembly clearance was carried out. It was found that the numerical method using the proposed constitutive law showed a good capacity to study the rotational behavior of the connections. Besides, the initial rotational stiffness increased with the increase in beam width and bolt diameter, and the assembly clearances between bolts and bolt holes would affect the initial rotational stiffness while the assembly clearance between beam and column affected little.

Performance of Type D and Type LD steel plate walls

2010 ◽  
Vol 37 (1) ◽  
pp. 88-98 ◽  
Author(s):  
Anjan K. Bhowmick ◽  
Gilbert Y. Grondin ◽  
Robert G. Driver
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Steel Plate ◽  
Element Model ◽  
Strain Rate Effects ◽  
Type D ◽  
Moment Resisting ◽  
Seismic Records ◽  
Seismic Regions ◽  
Moderate Seismic Regions

A finite element model is developed to study the behaviour of unstiffened steel plate walls. The model includes both material and geometric nonlinearities and strain rate effects. The model is first validated using the results from quasistatic and dynamic experimental programs. The validated finite element model is then used to study the performance of four storey and eight storey steel plate walls with moment-resisting beam-to-column connections under spectrum compatible seismic records for Vancouver and Montreal. Two different steel plate wall types defined in the current Canadian standard CAN/CSA-S16–01 are considered, namely, Type D (ductile) and Type LD (limited-ductility) plate walls. All the Type D walls, designed according to the capacity design provisions, exhibit better inelastic seismic responses than the Type LD plate walls. The analyses of eight storey steel plate walls show that in high seismic regions, such as Vancouver, medium- to high-rise Type LD plate walls may exhibit yielding in columns in intermediate floors. The study also shows that in more moderate seismic regions, like Montreal, Type LD plate walls behave in a stable and ductile manner and can be used for low- to medium-rise buildings.

scholarly journals Finite Element Analysis of Glass Fiber-Reinforced Polymer-(GFRP) Reinforced Continuous Concrete Beams

Polymers ◽  
2021 ◽  
Vol 13 (24) ◽  
pp. 4468
Author(s):  
Hazem Ahmad ◽  
Amr Elnemr ◽  
Nazam Ali ◽  
Qudeer Hussain ◽  
Krisada Chaiyasarn ◽  
...  
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Element Model ◽  
Shear Capacity ◽  
Experimental Results ◽  
Beam Specimen ◽  
Fiber Reinforced ◽  
Glass Fiber Reinforced ◽  
Moment Distribution ◽  
The Moment

Fiber-reinforced concrete (FRC) is a competitive solution for the durability of reinforced structures. This paper aims to observe the moment redistribution behavior occurring due to flexural and shear loading in Glass Fiber-Reinforced Polymer- (GFRP) reinforced continuous concrete beams. A rectangular cross-section was adopted in this study with dimensions of 200 mm in width and 300 mm in depth with a constant shear span-to-depth ratio of 3. The reinforcement ratio for the top and bottom were equal at sagging and hogging moment regions. A finite element model was created using Analysis System (ANSYS) and validated with the existing experimental results in the literature review. Based on the literature review, the parametric study was conducted on twelve beam specimens to evaluate the influence of concrete compressive strength, transversal GFRP stirrups ratio, and longitudinal reinforcement ratio on the redistribution of the moment in beams. Several codes and guidelines adopted different analytical models. The Canadian Standards Association (CSA) S806 adopted the modified compression field theory in predicting the shear capacity of the simply supported beams. Recently, various researchers encountered several factors and modifications to account for concrete contribution, longitudinal, and transverse reinforcement. A comparison between the predicting shear capacity of the generated finite element model, the analytical model, and the existing data from the literature was performed. The generated finite element model showed a good agreement with the experimental results, while the beam specimens failed in shear after undergoing significant moment redistribution from hogging to sagging moment region. The moment distribution observed about 21.5% from FEM of beam specimen GN-1.2-0.48-d, while the experimental results achieved 24% at failure load. For high strength concrete presented in beam specimen GH-1.2-0.63-d, the result showed about 20.2% moment distribution, compared to that achieved experimentally of 23% at failure load.

Sign in / Sign up

Export Citation Format

Share Document