Tilting plane tests for the ultimate shear capacity evaluation of perforated dry joint masonry panels. Part II: Numerical analyses

2021 ◽  
Vol 228 ◽  
pp. 111460
Author(s):  
Nicola Grillanda ◽  
Andrea Chiozzi ◽  
Gabriele Milani ◽  
Antonio Tralli
Keyword(s):  
Shear Capacity ◽  
Numerical Analyses ◽  
Capacity Evaluation ◽  
Ultimate Shear Capacity

Tilting plane tests for the ultimate shear capacity evaluation of perforated dry joint masonry panels. Part I: Experimental tests

2021 ◽  
Vol 238 ◽  
pp. 112124
Author(s):  
Nicola Grillanda ◽  
Andrea Chiozzi ◽  
Gabriele Milani ◽  
Antonio Tralli
Keyword(s):  
Experimental Tests ◽  
Shear Capacity ◽  
Capacity Evaluation ◽  
Ultimate Shear Capacity

scholarly journals The shear buckling and postbuckling behavior of laterally pressured curved panels

2019 ◽  
Author(s):  
Mohammad Mehdi Alinia ◽  
Arash Saeidpour ◽  
Mozhdeh Amani
Keyword(s):  
Shear Capacity ◽  
Radius Of Curvature ◽  
Postbuckling Behavior ◽  
Plane Shear ◽  
Theoretical Formulation ◽  
Curved Panel ◽  
Shear Buckling ◽  
Parametric Studies ◽  
Ultimate Shear Capacity ◽  
Curved Panels

Curved panels are widely used in different structures from fuselage of planes to curved bridge girders. An accurate understanding of buckling and postbuckling behavior of curved panels under different loadings is essential for efficient structural design. The shear buckling and postbuckling behavior of laterally pressured thin curved panels under gradually increasing in-plane shear forces is investigated. The magnitude of the lateral forces, the radius of curvature and the aspect ratio of panels are considered in the parametric studies. A classic theoretical formulation of curved panels buckling load is reexamined and compared to experimental results. The results showed that inward pressure eliminates the snap-through phenomenon and the softening stage in the response of shallow curved panels. However, the buckling characteristics are not significantly affected in the moderately curved panels under small pressures. In addition, the magnitude of inward pressures that would affect the shear buckling and postbuckling behavior of panels depends on their radius of curvature. The ultimate shear capacity of a highly curved panel is considerably reduced due to the increasing presence of inward pressures. The failure mode of highly curved panels are associated with the occurrence of unstable buckling; and as a result, the released strain energy prevents the occurrence of hardening stages.

scholarly journals Circular hollow section connectors in timber-concrete composite structural elements

2016 ◽  
Vol 11 (1) ◽  
pp. 70-76
Author(s):  
Raitis Lacis
Keyword(s):  
Structural Parameters ◽  
Failure Mechanisms ◽  
Shear Capacity ◽  
Structural Elements ◽  
Hollow Section ◽  
Pedestrian Bridges ◽  
Waterproofing Membrane ◽  
Circular Hollow Section ◽  
Ultimate Shear Capacity ◽  
Push Out

This paper presents results of the laboratory tests of timber-concrete structural connectors applicable (but not limited to) road/pedestrian bridges. The tested elements are discrete circular hollow section connectors installed in the pre-drilled slots of a glulam. Symmetrical push-out tests are conducted for two groups of connectors: 1) with wood core not removed; no interlayer between wood and concrete; 2) concrete in-fill core instead of the wood core; waterproofing membrane interlayer between concrete and timber elements. Main structural parameters of the connectors are established including ultimate shear capacity and slip modulus. Relationship between the connector’s stiffness and ultimate shear capacity is established and failure mechanisms are briefly discussed.

scholarly journals Cyclic Performance of RC Columns with Inadequate Lap Splices Strengthened with CFRP Jackets

Fibers ◽  
2020 ◽  
Vol 8 (6) ◽  
pp. 39
Author(s):  
George Kalogeropoulos ◽  
Alexander-Dimitrios Tsonos
Keyword(s):  
Seismic Performance ◽  
Shear Capacity ◽  
Design Parameters ◽  
Cyclic Performance ◽  
Rc Columns ◽  
Lap Splices ◽  
Lap Splice ◽  
Reinforced Polymer ◽  
Lateral Displacements ◽  
Ultimate Shear Capacity

The cyclic performance of non-seismically designed reinforced concrete (RC) columns, strengthened with carbon fiber reinforced polymer (CFRP) jackets, was analytically and experimentally investigated herein. Three cantilever column specimens were constructed, incorporating design parameters of the period 1950s–1970s, namely with concrete of a low compressive strength, plain steel bars, widely-spaced ties and inadequate lap splices of reinforcement. The specimens were strengthened using CFRP jackets and were subsequently subjected to cyclic inelastic lateral displacements. The main parameters examined were the length of the lap splices, the acceptable relative bar slipping value and the width of the jackets. The hysteresis behaviors of the enhanced columns were compared, while also being evaluated with respect to those of two original columns and to the seismic performance of a control specimen with continuous reinforcement, tested in a previous work. An analytical formulation was proposed for accurately predicting the seismic responses of the column specimens, comparing the actual shear stress value with the ultimate shear capacity of the concrete in the lap splice region. The test results verified the predictions of the analytical model, regarding the seismic performance of the strengthened columns. Moreover, the influences of the examined parameters in securing the ductile hysteresis performance were evaluated.

scholarly journals Influencing Factors and Shear Capacity Formula of Single-Keyed Dry Joints in Segmental Precast Bridges under Direct Shear Loading

2020 ◽  
Vol 10 (18) ◽  
pp. 6304
Author(s):  
Wenqi Hou ◽  
Meng Peng ◽  
Bo Jin ◽  
Yong Tao ◽  
Wei Guo ◽  
...  
Keyword(s):  
Fe Simulation ◽  
Nonlinear Behavior ◽  
Simulation Method ◽  
Shear Loading ◽  
Shear Capacity ◽  
Joint Interface ◽  
Direct Shear ◽  
Element Analysis ◽  
Precast Bridges ◽  
Ultimate Shear Capacity

This article investigates the nonlinear behavior of single-keyed dry joints in segmental precast bridges under direct shear loading on the basis of nonlinear finite element analysis on lots of specimens with concrete plastic damage considered. Through detailed discussion on existing research, influence factors of the ultimate shear capacity of the keyed dry joint are analyzed, a new shear capacity formula was proposed and evaluated. The feasibility and correctness of the FE simulation method were verified by comparison with the existed experimental results. Concrete tensile strength at the key root is critical to the ultimate bearing capacity of the single-keyed dry joint under the direct shear loading. Friction on the joint interface and dimension parameters of the key do not have much effect on the ultimate shear capacity. However, reasonable key inclination (tanθ) would be suggested as 0.7~0.9. In comparison with the predicted results obtained by other existed formulas, the proposed formula is demonstrated to be in perfect consistency with both tests and the FE simulation results.

scholarly journals Model studies on plate girders

1983 ◽  
Vol 18 (2) ◽  
pp. 111-117 ◽  
Author(s):  
R Narayanan ◽  
D Adorisio
Keyword(s):  
Shear Loading ◽  
Shear Capacity ◽  
Small Scale ◽  
Structural Behaviour ◽  
Plate Girders ◽  
Model Studies ◽  
Scale Models ◽  
Shear Buckling ◽  
Post Buckling ◽  
Ultimate Shear Capacity

Tests on eighteen small scale models which simulate the elastic and post-buckling behaviour of plate girders when subjected to shear loading are reported and discussed. The models were fabricated of steel and Araldite; the major aim was to assess whether small scale models can be employed to study shear buckling problems. A secondary object was to examine whether araldite could be used for predicting the structural behaviour and ultimate loads of plate girders. The strength and post-buckling characteristics exhibited by steel models were found to be similar to those observed by earlier investigators on full scale girders. The test results of steel models have been compared with the theoretical predictions obtained by using some ten design methods developed in different countries. Most of these methods are shown to give conservative but satisfactory predictions of the ultimate shear capacity of the model steel girders. Tests on Araldite models demonstrated that post-buckling behaviour can be observed visually on account of the large elastic deformations which the material is capable of, before collapse. However, they were found to be unsuitable for the prediction of the ultimate shear capacity. As Araldite is brittle, collapse would occur prematurely by sudden fracture before the full development of the tension field.

Sign in / Sign up

Export Citation Format

Share Document