Analysis and behaviour of flexibly-jointed frames

Lui, Eric M.; Chen, W. F.

doi:10.1016/0141-0296(86)90026-x

Cited by 171 publications

(54 citation statements)

References 10 publications

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“…In order to more accurately capture the nonlinear behaviors and energy dissipation of semi-rigid connections, a number of nonlinear semi-rigid models have been developed. Of these, the most representatives are the Kishi-Chen three-parameter power model [4], the Richard-Abbott four-parameter model [5], the Chen-Lui exponential model [9], and the Ramberg-Osgood model [30]. The results of Chan and Chui [14] as well as Nguyen and Kim [Error!…”

Section: Semi-rigid Connection Modelsmentioning

confidence: 99%

“…A vertical concentrated load P was applied to four joints, meanwhile a horizontal load 0.01p was added to consider the geometric imperfection or wind load. Several studies (Lui and Chen [9], Zhou and Chan [12]; Lien et al [20]) carried out stability analysis of the structure in the two cases of rigid and semi-rigid connections using different simulation methods. In the above analysis, the bending-resistant stiffness of semi-rigid beam-column joints was taken to be 3.48 × 10 7 kN-m/rad.…”

Section: Static and Dynamic Response Of A Beam With Elastic Endsmentioning

confidence: 99%

“…Lui and Chen [9], Ho and Chen [10] considered structural geometric nonlinearity by stability functions, and analyzed nonlinearity and buckling behaviors of semi-rigid beam-to-column joints in conjunction with the geometric stiffness matrix and updated Lagrangian approach. Yau and Chan [11] presented a beam-column element with springs connected in series for geometric and material nonlinear analysis of steel frames with semi-rigid connections, as well as proposed an efficient approach to trace the equilibrium path of steel frames.…”

Section: Introductionmentioning

confidence: 99%

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Member Discrete Element Method for Static and Dynamic Responses Analysis of Steel Frames with Semi-Rigid Joints

2017

Applied Sciences

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Featured Application: The MDEM can naturally deal with strong nonlinearity and discontinuity. A unified computational framework is applied for static and dynamic analyses. The method is an effective tool to investigate complex behaviors of steel frames with semi-rigid connections.Abstract: In this paper, a simple and effective numerical approach is presented on the basis of the Member Discrete Element Method (MDEM) to investigate static and dynamic responses of steel frames with semi-rigid joints. In the MDEM, structures are discretized into a set of finite rigid particles. The motion equation of each particle is solved by the central difference method and two adjacent arbitrarily particles are connected by the contact constitutive model. The above characteristics means that the MDEM is able to naturally handle structural geometric nonlinearity and fracture. Meanwhile, the computational framework of static analysis is consistent with that of dynamic analysis, except the determination of damping. A virtual spring element with two particles but without actual mass and length is used to simulate the mechanical behaviors of semi-rigid joints. The spring element is not directly involved in the calculation, but is employed only to modify the stiffness coefficients of contact elements at the semi-rigid connections. Based on the above-mentioned concept, the modified formula of the contact element stiffness with consideration of semi-rigid connections is deduced. The Richard-Abbort four-parameter model and independent hardening model are further introduced accordingly to accurately capture the nonlinearity and hysteresis performance of semi-rigid connections. Finally, the numerical approach proposed is verified by complex behaviors of steel frames with semi-rigid connections such as geometric nonlinearity, snap-through buckling, dynamic responses and fracture. The comparison of static and dynamic responses obtained using the modified MDEM and those of the published studies illustrates that the modified MDEM can simulate the mechanical behaviors of semi-rigid connections simply and directly, and can accurately effectively capture the linear and nonlinear behaviors of semi-rigid connections under static and dynamic loading. Some conclusions, as expected, are drawn that structural bearing capacity under static loading will be overestimated if semi-rigid connections are ignored; when the frequency of dynamic load applied is close to structural fundamental frequency, hysteresis damping of nonlinear semi-rigid connections can cause energy dissipation compared to rigid and linear semi-rigid connections, thus avoiding the occurrence of resonance. Additionally, fracture analysis also indicates that semi-rigid steel frames possess more anti-collapse capacity than that with rigid steel frames.

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Section: Semi-rigid Connection Modelsmentioning

confidence: 99%

Section: Static and Dynamic Response Of A Beam With Elastic Endsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Member Discrete Element Method for Static and Dynamic Responses Analysis of Steel Frames with Semi-Rigid Joints

2017

Applied Sciences

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“…Nevertheless, in order to obtain the desired results from the curve-fitting process, a large body of experimental data is required. Chen and Liu 120,121 proposed an exponential model which provides a comparable representation. However, the model requires four or more constants to describe effectively the momentrotation characteristics.…”

Section: Jones Et Al 22119mentioning

confidence: 99%

Behaviour of steel and composite beam-column connections in fire

Al‐Jabri

Lennon

Burgess

et al. 1998

Journal of Constructional Steel Research

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Recent fire tests on the Cardington full-scale test frame and observations from real fires have demonstrated the significance of connections in fire, when they can have beneficial effects on the survival time of the structure. The lack of experimental data on the behaviour of steel and composite connections in fire means that this is insufficiently addressed in current design codes and also limits the effective use of numerical models. However, recent experimental tests on small-scale specimens have shown that it is possible to derive accurately the moment-rotation relationships at elevated temperature and have established the principles by which this could be achieved.In order to extend the scope to include further parameters, five series of tests have been carried out in a portable connection furnace at the Building Research Establishment. The test series includes flush and flexible end-plate bare-steel connections, and flexible end-plate composite connections. The testing procedure and the resulting behaviour are described. The fire test temperature profiles across the connections are detailed and the connection failure mechanisms are discussed. From the test results, moment-rotationtemperature curves for different connection types are derived. The degradation of connection characteristics is compared with that of structural steel. The experimental behaviour is also compared with the results obtained from an existing finite element analysis developed to model connection response in fire conditions. The experimentally derived connection characteristics have been incorporated within a parametric study of a typical sub-frame, to study the effect of connection type, end-plate thickness, concrete strength, load ratio, and connection temperature. Analysis is extended to a three-dimensional sub-frame.The patterns of behaviour observed in the connection tests is compared with that of the connections in the large-scale fire tests on the composite building at BRE's Cardington laboratory.Based on knowledge about the behaviour of connections at elevated temperature, a component-based model is developed for the elevated temperature response for flexible end-plate connections, both as bare-steel and composite. This is based on the response of constitutive parts of connection. The model is easy to use, and capable of modelling the entire non-linear range of connection behaviour. The predicted response is compared with that recorded experimentally.

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“…(2a)- (2d) are indeterminate when the axial force is zero. To circumvent this problem and to avoid the use of different expressions for S 1 , S 2 , S 3 , and S 4 for a different sign of axial forces, Lui and Chen (1986) have proposed a set of expressions that make use of power-series expansions to approximate the stability functions. The power-series expressions have been shown to converge to a high degree of accuracy within the first 10 terms of the series expansions.…”

Section: Stability Functions Accounting For Second-order Effectmentioning

confidence: 99%