Revision of the Tie Force and Alternate Path Approaches in the DOD Progressive Collapse Design Requirements

Stevens, David; Marchand, Kirk A.; McKay, Aldo

doi:10.1061/41031(341)190

Cited by 10 publications

(6 citation statements)

References 5 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…For a framed building, the available column removal scenarios are shown in Fig. 2.3, including corner column, penultimate column, internal column, near penultimate column, edge column and near edge column scenarios (Stevens et al 2009b Ω L [(0.9 or 1.2)D + (0.5L or 0.2S)] for linear static analysis; Ω N [(0.9 or 1.2)D + (0.5L or 0.2S)] for nonlinear static analysis; (0.9 or 1.2)D + (0.5L or 0.2S) for nonlinear dynamic analysis, together with lateral loads applied to structure side After column removal, possible ALPs include flexural action and catenary action, in which flexural action is also named Virendeel action (Sasani et al 2007). However, Izzuddin et al (2008) proposed a simplified assessment framework to appraise the progressive collapse potential of multi-story buildings due to sudden column loss.…”

Section: Alternate Load Path Methodsmentioning

confidence: 99%

Structural Behavior of Reinforced Concrete Frames Subjected to Progressive Collapse

Yu¹,

Tan²

2017

ACI Structural Journal

View full text Add to dashboard Cite

With the threat of terrorist attack looming large, the ability of a building to mitigate progressive collapse is of key interest to government agencies. Alternate load path (ALP) approach is one of the direct methods to assess progressive collapse resistance by introducing a column removal scenario.An experimental program, comprising eight reinforced concrete (RC) beam-column sub-assemblages and seven RC frames, was carried out to investigate structural behavior and progressive collapse resistance of RC frame members subjected to a middle column removal scenario (MCRS), in particular, large-deformation behavior.Each sub-assemblage specimen consisted of a two-bay beam, a middle beamcolumn joint (just above a removed column) and two end-column stubs. Each frame specimen comprised a two-bay, a middle joint and two side columns, and most of frame specimens also include beam extensions. With increasing two-bay beam deflection, three different structural mechanisms, i.e. flexural action, compressive arch action (CAA) and catenary action, can be sequentially mobilized in a loaddeflection history. Flexural action capacity is determined with a conventional plastic hinge mechanism. CAA is developed accompanied by beam axial compression and catenary action is mobilized when beam axial force changes from compression to tension.On top of flexural action capacity, both CAA and catenary action can significantly increase structural resistance, suggesting large potential of structures. However, compared with CAA, catenary action involves much large deflections and requires large rotation capacities of RC beams. In the sub-assemblage tests, the effects of specimen detailing, top and bottom reinforcement ratios at the middle joint regions, and span-to-depth ratios of two-bay beams on structural behavior were investigated.In the frame tests, the effects of boundary conditions of the frame specimens and specimen detailing are studied. In particular, three special detailing techniques were introduced, targeting at increasing beam-end rotation capacities.An analytical model was proposed for evaluating CAA capacity and corresponding maximum axial compression throughout beams. This is because CAA can be Structural integrityGood engineering judgment, design and construction practice should ensure redundancy, ductility and continuity, which are requisites for structural robustness and integrity. This view is adopted in a number of standards, for instance, ACI 318-05, which has recommendations for reinforcement continuity and connection * D = dead load, L = live (imposed) load, W n = wind load, S = snow load; Ω L = load increase factor, seen in Table 3-4 of UFC 4-023-03, Ω N = dynamic increase factor, seen in Table 3-5 of UFC 4-023-03; In UFC 4-023-03, gravity loads for floor areas away from the removed column is (0.9 or 1.2)D + (0.5L or 0.2S).

show abstract

Section: Alternate Load Path Methodsmentioning

confidence: 99%

Structural Behavior of Reinforced Concrete Frames Subjected to Progressive Collapse

Yu¹,

Tan²

2017

ACI Structural Journal

View full text Add to dashboard Cite

show abstract

“…Design guidelines (DoD (2005) and GSA ( 2003)) have proposed design procedures to evaluate the likelihood of progressive collapse of a structure following the notional removal of the vertical load bearing elements. Although significant improvements were implemented in the recently updated DoD design guidelines (2009) (for the detailed description of these updated points, please refer to Stevens et al (2009) and Marchand et al (2010)), a number of design criteria still need to be subjected to further analysis and verification with experimental data.…”

Section: Introductionmentioning

confidence: 99%

Performance of Three-Dimensional Reinforced Concrete Beam-Column Substructures under Loss of a Corner Column Scenario

Qian

2013

J. Struct. Eng.

143

View full text Add to dashboard Cite

The vulnerability of conventional reinforced concrete (RC) structures to structural failure due to the loss of corner columns has been emphasized over the past years. However, the lack of experimental tests has led to a gap in the knowledge for the design of RC building structures to mitigate the likelihood of progressive collapse caused by losing a ground corner column. Seven one-third scale RC beam-column substructures were tested to investigate their performance. The variables selected for the test specimens included: beam transverse reinforcement ratios, type of design detailing (non-seismic or seismic) and beam span aspect ratios. Shear failure was observed to have occurred in the corner joint and a plastic hinge was formed at the beam end near to the fixed support in the non-seismic detailed specimens. However, plastic hinges were also formed in the beam end near to the corner joint for the seismically detailed specimen.Vierendeel action was identified as the major load redistribution mechanism before severe failure occurred in the corner joint but a cantilever beam redistribution mechanism dominated after corner joint suffered severe damage. The test results were compared with the DoD design guidelines to highlight the deficiencies of the recently updated guidelines.

show abstract

“…Finally, a simplified analytical approach was proposed to predict structural response of beam-slab systems under internal-column loss scenario taking into account the contribution of TMA from tensile yielding forces of slab top rebars in the vicinity of negative-moment yield lines. Tables XIII LIST OF TABLES Table 2.1 Summary of current experimental studies on beam-column structures ... Table 2.2 Summary of current experimental studies on beam-slab structures ........ Table 3.1 Specimen details ...................................................................................... Table 3.2 Material tests ............................................................................................ Table 9.1  factor (Timoshenko et al 1959) (Stevens et al 2009) ...................…”

Section: Discussionmentioning

confidence: 99%

Responses of reinforced concrete structures under progressive collapse subjected to different loading methods and loading rates

Phạm¹

View full text Add to dashboard Cite

CHAPTER 9 EVALUATION OF TENSILE MEMBRANE ACTION IN RC BEAM-SLAB STRUCTURES UNDER COLUMN REMOVAL SCENARIOS. 233 9.1 4 to investigate the effects of significant factors on CA development. Thereafter, a semi-analytical approach is proposed to predict static behaviour of sub-assemblages under CL condition taking into account CA. Chapter 5 presents an experimental programme for 2D RC frames against progressive collapse. Three test series, namely, Series I, II and III, are proposed. Objectives, specimen design, test setup, as well as instrumentation system, are introduced. The specimens are inspired by a related quasi-static test programme on RC frame structures from Lim et al. (2015). Results of Series I on free-fall dynamic tests applying CL condition is discussed in Chapter 6 at both structural and crosssectional levels.

show abstract

Revision of the Tie Force and Alternate Path Approaches in the DOD Progressive Collapse Design Requirements

Cited by 10 publications

References 5 publications

Structural Behavior of Reinforced Concrete Frames Subjected to Progressive Collapse

Structural Behavior of Reinforced Concrete Frames Subjected to Progressive Collapse

Performance of Three-Dimensional Reinforced Concrete Beam-Column Substructures under Loss of a Corner Column Scenario

Responses of reinforced concrete structures under progressive collapse subjected to different loading methods and loading rates

Contact Info

Product

Resources

About