Dynamic response of walls and slabs by single-degree-of-freedom analysis—a critical review and revision

Morison, Colin

doi:10.1016/j.ijimpeng.2004.11.008

Cited by 62 publications

(42 citation statements)

References 3 publications

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“…In doing so, the equation of motion for an equivalent SDOF system is given as (13) where m e and k e are the equivalent mass and stiffness of the system, z and z are the acceleration and displacement of the system, and F e (t) is the equivalent externally applied load. For more information on how to transform a 'real life' system into its SDOF equivalent, the reader is referred to Biggs [29] and Morison [30].…”

Section: The Infuence Of the Negative Phase On Elastic Systemsmentioning

confidence: 99%

The Negative Phase of the Blast Load

Rigby

Tyas

Bennett

et al. 2014

International Journal of Protective Structures

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Section: The Infuence Of the Negative Phase On Elastic Systemsmentioning

confidence: 99%

The Negative Phase of the Blast Load

Rigby

Tyas

Bennett

et al. 2014

International Journal of Protective Structures

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“…uncracked) and postcracked stages, due to the typical tensile brittle behaviour of glass plates and almost elasto-plastic constitutive response of the PVB foils. Several studies have been in fact dedicated to the calibration of appropriate transformation coefficients able to take into account -throughout the full dynamic response of a glass panel system -the actual mechanical behaviour of each component [30,31], so that simplified but accurate dynamic calculations could be developed in accordance with classical theories of structural dynamics [32]. As a result, the formulations here provided are intended for the estimation of the fundamental period of vibration T* only for CW assemblies with fully elastic behaviour.…”

Section: Equivalent Dynamic Properties Of the Curtain Wall Systemmentioning

confidence: 99%

Passive Control Systems for the Blast Enhancement of Glazing Curtain Walls Under Explosive Loads

Bedon¹,

Amadio²

2017

TOCIEJ

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Glass curtain walls are used in modern buildings as envelopes for wide surfaces due to a multitude of aspects. In glass curtain walls, tensile brittle panels are connected -through mechanical or adhesive joints -with steel frameworks or aluminum bracing systems, and due to the interaction of several structural components, the behaviour of the so assembled system is complex to predict, especially under exceptional loading conditions such as explosive events. In the paper, glazing curtain walls are investigated by means of Finite-Element (FE) numerical simulations, under the effect of air blast pressures of variable intensity. Their typical dynamic behaviour and criticalities under high-strain impact loads are first analyzed. By means of extended nonlinear dynamic FE parametric studies, innovative devices are applied to traditional curtain walls, at their support points, in order to improve their expected dynamic response. Two possible solutions, namely consisting of viscoelastic (VE) or elasto-plastic (PL) dampers, are proposed as passive control systems for the mitigation of maximum effects in the façade components deriving from the incoming blast pressures. As shown, although characterized by specific intrinsic mechanical behaviours, either VE or PL dampers can offer beneficial structural effects. In the first case, major advantages for the façade components derive from the additional flexibility and damping capacities of VE devices. In the latter case, PL dampers introduce additional plastic energy dissipation in the traditional curtain wall assembly, hence allowing preventing severe damage in the glazing components. It is thus expected that the current outcomes could represent a valid background for further experimental validation as well as detailed assessment and optimization of the proposed design concept.

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“…In the other words, equating the energy on the basis of a specific deformation state is taken place and often deformation form of structure under static load is the best possible approximation [10]. In order to consider the states of plastic deformation, different equating coefficients for elastic and plastic states are used.…”

Section: Equivalent Single Degree Of Freedom Modelmentioning

confidence: 99%

“…The SDOF method is a simple approach with acceptable precision and is the basis of many references of analysis and design of structures under blast and explosion [1][2][3][4][5]. In the conducted studies it has been shown that equivalent SDOF system can model the behavior of steel beams and columns [6][7][8][9], slabs and walls [10][11][12] and reinforced concrete beams [13][14][15][16] under blast loading with acceptable accuracy. The SDOF method for modeling the response of retrofitted structural members in the face of blast has also been used [17,18].…”

Section: Introductionmentioning

confidence: 99%

Preparing Pressure-Impulse Diagrams for Reinforced Concrete Columns with Constant Axial Load using Single Degree of Freedom Approach

Izadifard¹,

Mollaei²,

Omran³

2016

Int J Adv Tech

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In this paper, moment-curvature behavior of reinforced concrete column with constant axial load is determined using finite element method and then it is introduced to a single degree of freedom (SDOF) model based on EulerBernoulli theory. Using this SDOF model, dynamic response of the RC column under the blast loading is estimated. The introduced SDOF includes secondary moments (P-δ) effects, nonlinear behavior of the material and effects of strain rate on concrete and steel materials through the time calculation of the model. Results obtained from SDOF model for transverse displacement of RC column under blast loading is compared to analysis by finite element software OPENSEES. Then, introduced SDOF method is used for drawing Pressure-Impulse (P-I) diagram of the column with considering the presence of axial compressive load. According to the results, introduced SDOF model has simple and quick computations and accuracy of predictions is acceptable.P-δ effects and overall and local damages and their impact on the P-I diagram can be evaluated. However, this method due to the high complexity, high time of calculations and the need to have enough skills and experience of using software, for extensive parametric studies isn't very appropriate.In this paper, the flexural behavior (moment-curvature) of a reinforced concrete column section using finite element software of open system for earthquake engineering simulation (OpenSees) has been determined and introduced to the calculation of SDOF analytical model in order to estimate transverse displacement response of column under simultaneous compressive axial force and lateral loading of blast. The SDOF introduced model includes the effects of secondary moments (P-δ) and also the effects of high strain rates on the behavior specifications of concrete and steel rebar. In this method, to consider the effects of the existence of column axial loading (P-δ) the concept of reduced resistance function is used. Using the introduced process, P-I dimensionless curves have been plotted for reinforced concrete column. Figure 2 shows the distribution of stress and strain in the rectangular RC section at the ultimate state. Strain distribution in the height of the section has been assumed to be linear and curvature of section (θ) is equal to the slope of this line. Also, the tensile strength of concrete has been ignored. In the figure above, f yk is the yield stress of reinforcement steel, f cu is the ultimate strength of concrete, ε cu is the ultimate strain of concrete, xu is the depth of neutral axis in the ultimate state, b is the width, h is Equivalent Single Degree of Freedom Model

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Dynamic response of walls and slabs by single-degree-of-freedom analysis—a critical review and revision

Cited by 62 publications

References 3 publications

The Negative Phase of the Blast Load

The Negative Phase of the Blast Load

Passive Control Systems for the Blast Enhancement of Glazing Curtain Walls Under Explosive Loads

Preparing Pressure-Impulse Diagrams for Reinforced Concrete Columns with Constant Axial Load using Single Degree of Freedom Approach

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