Reinforced Concrete Corners and Joints Subjected to Bending Moment

Nilsson, Ingvar; Losberg, Anders

doi:10.1061/jsdeag.0004362

Cited by 21 publications

(8 citation statements)

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“…This gives efficiency of joint equal to 1.56 or 156%. The measured efficiency is significantly higher than the values reported for typical corner joints subjected to bending causing opening of the joint 28,29 . This is due to the fact the considered beam-column joint was laterally supported by beams on two faces in addition to the in-plane beam entering the joint.…”

Section: Efficiency Of Beam-column Jointcontrasting

confidence: 63%

“…The efficiency of joint that defines the ratio of force causing failure of the joint to the force developed in the structure at the maximum permissible drift was found equal to 1.56 (or 156%). This measured efficiency is significantly higher than the values reported previously 28,29 . This increase is attributed to the material overstrength and the fact that the joint was confined by beams on three faces and the concrete strength is 4000 psi (28 MPa).…”

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confidence: 61%

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Shaking Table Testing of Reinforced Concrete IMRF Structure

Hussain¹,

Shakeel²,

Ali³

et al. 2022

Preprint

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Multi-level shaking table tests were performed on 1:3 reduced scale two-story RC IMRF frames conforming to ACI-318-19. The exterior joints lacked shear reinforcement to assess the viability of the ACI model recommended for determining the design shear strength of the beam-column joint panel. The Northridge-1994 earthquake accelerogram was input to the frame for multi-level shaking table testing. Plastic hinges developed in beams under base input motion with a maximum acceleration equal to 0.40g. The exterior joints incurred extensive damage under base input motion with a maximum acceleration equal to 0.70g. The frame achieved displacement ductility and overstrength factors equal to 2.40 and 2.50 respectively. This gives a response modification factor equal to 6. The satisfactory performance of the frame is attributed to the high efficiency of the beam-column joint, which was confined by spandrel beams on two faces, and the high strength of the concrete. The inherent minimal confinement is sufficient to ensure good seismic behavior. The analysis confirmed overstrength equal to 1.58 for joint shear strength in comparison to the design strength determined using the ACI model. The data might serve as a reference for calibrating and validating numerical modeling techniques for performance evaluation, which are crucial in the context of performance-based engineering.

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Section: Efficiency Of Beam-column Jointcontrasting

confidence: 63%

contrasting

confidence: 61%

Shaking Table Testing of Reinforced Concrete IMRF Structure

Hussain¹,

Shakeel²,

Ali³

et al. 2022

Preprint

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show abstract

“…Some researchers [ 3 , 4 , 5 , 6 , 7 , 8 , 9 , 10 , 11 , 12 ] performed laboratory tests on RC specimens with various reinforcement details obtaining the corner efficiency factor for specific details. The efficiency factor in the case of laboratory tests can be calculated as (Equation (1)):

where M failur e denotes the opening bending moment causing failure of the corner and M capacity is a theoretical capacity of an adjacent member, computed as for a RC beam in pure bending.…”

Section: Introductionmentioning

confidence: 99%

Rational Choice of Reinforcement of Reinforced Concrete Frame Corners Subjected to Opening Bending Moment

Szczecina

Winnicki

2021

Materials

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This paper discusses a choice of the most rational reinforcement details for frame corners subjected to opening bending moment. Frame corners formed from elements of both the same and different cross section heights are considered. The case of corners formed of elements of different cross section is not considered in Eurocode 2 and is very rarely described in handbooks. Several reinforcement details with both the same and different cross section heights are presented. The authors introduce a new reinforcement detail for the different cross section heights. The considered details are comprised of the primary reinforcement in the form of straight bars and loops and the additional reinforcement in the form of diagonal bars or stirrups or a combination of both diagonal stirrups and bars. Two methods of static analysis, strut-and-tie method (S&T) and finite element method (FEM), are used in the research. FEM calculations are performed with Abaqus software using the Concrete Damaged Plasticity model (CDP) for concrete and the classical metal plasticity model for reinforcing steel. The crucial CDP parameters, relaxation time and dilatation angle, were calibrated in numerical tests in Abaqus. The analysis of results from the S&T and FE methods allowed for the determination of the most rational reinforcement details.

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“…The state of stresses in joints, and corners, as calculated according to the theory of elasticity by Nilsson [1,2], is valid only before the occurrence of the cracking stage. After cracking, (at the working stage), and at the ultimate stage, the joint acts as a composite structure made of the reinforcement and the concrete.…”

Section: Introductionmentioning

confidence: 99%

“…The detailing of the opening corner, therefore, plays the primary role in influencing the structural behaviour, complemented in turn by the tensile response of concrete. A number of detailing arrangements for opening corners have been proposed from time to time [1,2] Park and Paulay [3] and Abdul-Wahab and Al-Roubai [4]. Kaushik and Singh [5] conducted an experimental study to evaluate the structural behaviour of opening corners.…”

Section: Introductionmentioning

confidence: 99%

Affecting aspects on the behaviour of frame joints

2016

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The variation of reinforcement details, confinement and joints angle are considerable factors which affect the ultimate limit moment of joints and joints efficiency. The variation of joint size is another factor that significantly affects the ultimate limit moment of joints and frame joints efficiency. These previous factors were not considered in design. Corners may be subjected to closing moments, which subject to tensile stresses in the outside of the corner, or to opening moments, which cause tensile stresses in the inside of the corner. The last type of moments arise more detailing problems. Opening joints may be found in retaining walls water tanks, open channels, bridge abutments, high rises due to wind effect, frame structures, etc. in the other hand the closing joint may be found in two hinged and fixed frames and underground water tanks. Hence two types of joints should be compared.The presented paper introduces an experimental and analytical study in order to investigate the effect of reinforcement details, confinement, joints size, joints angle on the frame joints efficiency and comparison between closing joints and opening joints. Experimentally, a total of eleven specimens were tested under vertical load. All specimens were tested up to failure and the behaviour was fully monitored. Moreover, a nonlinear 3D-finite element analysis was established using ABAQUS program and verified with the experimental results in order to give design recommendations for those structural elements.

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Reinforced Concrete Corners and Joints Subjected to Bending Moment

Cited by 21 publications

References 0 publications

Shaking Table Testing of Reinforced Concrete IMRF Structure

Shaking Table Testing of Reinforced Concrete IMRF Structure

Rational Choice of Reinforcement of Reinforced Concrete Frame Corners Subjected to Opening Bending Moment

Affecting aspects on the behaviour of frame joints

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