The comparative body model in material and geometric nonlinear analysis of space R/C frames

Trogrlić, Boris; Mihanović, Ante

doi:10.1108/02644400810855968

Cited by 14 publications

(15 citation statements)

References 13 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…-The Small Displacement Model is based on the well-known assumptions for geometric analysis with the inclusion of bending, torsional and lateral stability under small displacements. The material nonlinearity is involved throughout the Comparative Body Model [12] and Fiber Element Method in the cross-section discretization. -Results of the proposed model are in good agreement with experimental results and existing numerical models.…”

Section: Resultsmentioning

confidence: 99%

“…The application of the principle of virtual work, in the case where bending moment M y is dominant, results in the following geometric stiffness matrix [12]:…”

Section: Lateral Stability Of the Beammentioning

confidence: 99%

“…Finally, the geometric stiffness matrix of the space beam element with the inclusion of bending stability, torsional stability and lateral stability [12] …”

Section: Geometric Stiffness Matrix Of the Space Beam Elementmentioning

confidence: 99%

“…-The Fiber Element Method is used for solving the material nonlinear behavior under biaxial moments and axial force of the steel (or composite) cross-section [9][10][11]. -The Comparative Body Model is used [12,15] (i. e., a sub finite element discretization by brick elements, during the incremental-iterative procedure) for determining the torsional constant of the cross-section under non-uniform torsion. -The Null Configuration Model is applied for the large displacement analysis based on an incremental application of the Total Lagrange -small displacement theory.…”

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

The null configuration model in limit load analysis of steel space frames

Trogrlić

Harapin²,

Mihanović

2011

Materialwissenschaft Werkst

View full text Add to dashboard Cite

This paper briefly presents a numerical model for the geometric and material nonlinear limit load analysis of steel space frames under large displacements. This approach favors a global discretization by 1D beam-column finite elements over the one with 3D elements. The steel crosssection is discretized with 2D elements so that the fiber decomposition procedure can be applied to solve the material and geometrical nonlinear behavior of the cross-section under biaxial moments and axial forces. A local discretization of each beam element based on the comparative body model (i. e., a prismatic body discretized using brick elements, element by element, during the incremental-iterative procedure) allows determining the torsional constant of the cross-section under limited warping. The model implements bending, lateral and torsional stability effects. For the large displacement analysis, an originally developed Null Configuration Model (NCM) is applied as an incremental application of the Total Lagrange -small displacement theory. A step-by-step procedure for the incremental loading of a follower load is applied. The numerical model has been implemented in a computer program for the practical engineering computation of the limit load of steel space frames. Some of model's possibilities are illustrated in the presented practical example which also shows the efficiency and the accuracy of the developed algorithm.Keywords: Null Configuration Model (NCM) / Geometric and material nonlinearity / Steel space frame / Fiber Element Method / Non-uniform torsion / Der vorliegende Bericht stellt das numerische Modell für die geometrische und materielle nichtlineare Grenzlastanalyse von räumlichen Stahlrahmen unter grossen Verschiebungen vor. Dieser Zugang zieht eine globale Zerlegung in finite 1D-Balkenelementen derjenigen in 3D-Elemente vor. Der Balkenquerschnitt ist mittels 2D-Elementen diskretisiert, so dass das Faserzerlegungsverfahren angewendet werden kann, um das materielle und geometrische nichtlineare Verhalten des Querschnitts unter den biaxialen Momenten und den axialen Kräften zu ermitteln. Eine lokale Unterteilung von jedem Balkenelement, beruhend auf dem vergleichenden Körpermodell (d. h. einem prismatischen Körper, der während des schrittweisen Iterationsverfahrens elementweise in einzelne Quader diskretisiert wird), ermöglicht die Festlegung der Torsionskonstante des Querschnitts bei beschränkter Krümmung. Das Modell berücksichtigt Biegung, Lateral-und Torsionsstabilitätseffekte. Für die Analyse grosser Verformungen wird ein ursprünglich entwikkeltes Nullkonfigurationsmodell (NCM) als eine iterative Anwendung der Total Lagrange Methode -einer Theorie der kleinen Verschiebungen -verwendet. Der wachsende Betrag der konservativen Last wird mit einem Schritt-für-Schritt-Verfahren simuliert. Das numerische Modell ist in einem Computerprogramm für die praktisch-technische Berechnung der Grenzlast von räumli-chen Stahlrahmen ausgeführt worden. Einige der Modellmöglichkeiten sind im vorliegenden Beispiel illustriert, welches...

show abstract

Section: Resultsmentioning

confidence: 99%

“…The application of the principle of virtual work, in the case where bending moment M y is dominant, results in the following geometric stiffness matrix [12]:…”

Section: Lateral Stability Of the Beammentioning

confidence: 99%

“…Finally, the geometric stiffness matrix of the space beam element with the inclusion of bending stability, torsional stability and lateral stability [12] …”

Section: Geometric Stiffness Matrix Of the Space Beam Elementmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

The null configuration model in limit load analysis of steel space frames

Trogrlić

Harapin²,

Mihanović

2011

Materialwissenschaft Werkst

View full text Add to dashboard Cite

show abstract

“…involving shear, torsion, anchorage. However, since fiber models are potentially able to handle such different failure phenomena, (as demonstrated, for example, in [28,29] for shear, in [30,31] for bond slip and in [32] for torsion), future developments of the proposed model will consider the possibility of different failure mechanisms and then it could be applied to a structure that was actually tested, that had members with other modes of failure than the flexural and axial ones.…”

Section: Validation Examplesmentioning

confidence: 99%

Global damage indexes for the seismic performance assessement of RC structures

Scotta

Tesser

Vitaliani

et al. 2009

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

SUMMARYWhen performing the seismic risk assessment of new or existing buildings, the definition of compact indexes able to measure the damaging and safety level of structures is essential, also in view of the economic considerations on buildings rehabilitation. This paper proposes two series of indexes, named, respectively, Global Damage Indexes (GDIs), which are representative of the overall structure performance, and Section Damage Indexes (SDIs), which assess the conditions of reinforced concrete (RC) beam-column sections. Such indexes are evaluated by means of an efficient numerical model able to perform nonlinear analyses of the RC frame, based on the continuum damage mechanics theory and fiber approach. An improvement of a two-parameter damage model for concrete, developed by some of the authors, which guarantees a better correlation between the Local Damage Indexes (LDIs) and the material's mechanical characteristics, is also presented. For the reinforcement, a specific LDI, named 'steel damage index', which takes into account the plastic strain development and the bar buckling effect, is proposed. The numerical model has been employed to simulate several experimental tests, in order to verify the accuracy of the proposed approach in predicting the RC member's behavior. Nonlinear static and dynamic analyses of two RC frames are carried out. The robustness of the method, as well as the effectiveness of the GDIs in assessing the structural conditions, are demonstrated here. Finally, comparisons between the evolution of GDIs and the achievement of the performance levels as proposed in FEMA 356 are reported.

show abstract