scholarly journals Joint Shear Deformation and Beam Rotation in RC Beam-Column Eccentric Connections

2021 ◽  
Vol 7 (2) ◽  
pp. 236-252
Author(s):  
Rooh Ullah ◽  
Muhammad Fahim ◽  
Muhammad Nouman
Keyword(s):  
Shear Deformation ◽  
Load Transfer ◽  
Failure Pattern ◽  
Rc Beam ◽  
Plane Rotation ◽  
Bond Slip ◽  
Construction Joint ◽  
Out Of Plane ◽  
Joint Shear ◽  
Beam Rotation

This paper discusses joint shear deformation and beam rotation for RC beam-column eccentric connections. Two eccentric connections were designed according to ACI 318-14 and ACI-352 and their half scaled models were constructed sequentially to introduce a cold joint at the beam column interface. Specimen having eccentricity equal to bc/8 (12.5% of column width) and bc/4 (25% of column width) were named as specimen 1 and specimen 2 respectively. The specimens were tested under quasi static full cyclic loading. The results are presented in the form of beam rotation versus drift and beam rotation versus lateral load plots. In addition, joint shear deformation versus drift is also plotted for both specimens. Careful observation of the damage pattern revealed that bond slip occurred at 2.5% drift in both specimens with no yielding of beam longitudinal bars in the joint core due to the presence of construction joint. An increase in out of plane rotation was observed with increase in eccentricity. However, in plane rotation was more in specimen 1 as compared to specimen 2, primarily due to negligible out of plane rotations. Furthermore, joint shear deformation increased with increase in eccentricity. However, it was negligible due to slab contribution as well as bond slippage with minimum load transfer to the joint core. It is concluded that bond slippage is the principal failure pattern whereas out of plan rotation increases with eccentricity without significant contribution to the final failure pattern. Doi: 10.28991/cej-2021-03091650 Full Text: PDF

Out-of-Plane Deflection of Nonprismatic Curved Beam Structures Considering the Effect of Shear Deformation Solved by DQEM

2004 ◽  
Author(s):  
Chang-New Chen
Keyword(s):  
Shear Deformation ◽  
Differential Quadrature ◽  
Analysis Model ◽  
Beam Structures ◽  
Differential Quadrature Element Method ◽  
Quadrature Element Method ◽  
Out Of Plane ◽  
Deflection Analysis ◽  
Governing Differential Equation ◽  
Element Boundary

The development of differential quadrature element method out-of-plane deflection analysis model of curved nonprismatic beam structures considering the effect of shear deformation was carried out. The DQEM uses the differential quadrature to discretize the governing differential equation defined on each element, the transition conditions defined on the inter-element boundary of two adjacent elements and the boundary conditions of the beam. Numerical results solved by the developed numerical algorithm are presented. The convergence of the developed DQEM analysis model is efficient.

The Calculation of Critical Pile Length for Super-Long Pile Based on Settlement Control

2011 ◽  
Vol 71-78 ◽  
pp. 4179-4183
Author(s):  
Li Nong Xia ◽  
Yun Dong Miao ◽  
Tie Qiang Tan ◽  
Xin Tong
Keyword(s):  
Shear Deformation ◽  
Field Measurement ◽  
Load Transfer ◽  
Working Condition ◽  
Transfer Model ◽  
Shaft Resistance ◽  
Pile Diameter ◽  
Pile Settlement ◽  
Deformation Transfer ◽  
Pile Length

Based on the analysis of character of load-transfer of super-long pile, for the purpose of pile settlement control, critical pile length for single friction super-long pile was calculated by Cooke’s shear deformation-transfer model, because the assumption of Cooke’s model is similar with working condition of super-long pile. In the analysis, compression of pile is taken into account. Then, the design chart of critical pile length for super-long pile is provided for normal design index. Lastly, the critical pile length of an engineering example is analysed by the method, the calculated results have agreed well with the field measurement. The analysis show that critical pile length is greatly concerned with ratio of Young’s module of pile and soil, the greater the ratio is, longer the critical pile length is. Pile diameter also affects the critical pile length, the larger the diameter is, longer the critical pile length is. In addition, the critical pile length of super-long pile is concerned with shaft resistance distribution along the pile.

Wavelet-modified maximum average correlation height filter for out-of-plane rotation invariance

Optik ◽  
2009 ◽  
Vol 120 (2) ◽  
pp. 62-67 ◽  
Author(s):  
Shilpi Goyal ◽  
Naveen K. Nishchal ◽  
Vinod K. Beri ◽  
Arun K. Gupta
Keyword(s):  
Rotation Invariance ◽  
Plane Rotation ◽  
Average Correlation ◽  
Out Of Plane

scholarly journals Effects of Out-of-plane Brace-to-chord Angle on Multiplane CHS X-joints Behavior Under Brace Compression

2019 ◽  
Author(s):  
Bida Zhao ◽  
Ke Li ◽  
Chengqing Liu ◽  
Dengjia Fang ◽  
Jianguo Wu
Keyword(s):  
Load Transfer ◽  
Influence Factor ◽  
Experimental Tests ◽  
Hollow Section ◽  
Out Of Plane ◽  
Transfer Pattern ◽  
The Common ◽  
Circular Hollow Section ◽  
Numerical Parametric Study ◽  
Layered Lattice

Multiplanar CHS X-joints, different from the common uniplanar CHS X-joints, usually with a relative small out-of-plane brace-to-chord angle (OPBCA) for appealing architectural appearance in the single layered lattice structures. In order to study the effects of OPBCA on the static behavior of circular hollow section (CHS) X-joints under brace axial compression, experimental tests and numerical parametric study on the ultimate capacity and load transfer pattern of the CHS X-joints were carried out. The numerical analysis results had good consistent with experimental tests in terms of the capacity and fail mode of the X- joints. OPBCA changes the load transfer pattern to more load at the up saddle point from the same load at the up and bottom saddles in uniplanar X-joints, and more obvious for the X-joints with lager OPBCA. OPBCA is also unfavorable to the capacity, especially the X-joints with relative large brace-to-chord diameter ratio and in-plane brace-to-chord angle. Then an equation considering the OPBCA influence factor, extended the capacity prediction formulae of uniplanar X-joints in the current specifications to the multiplanar X-joints, is also established; and the equation has been validated favorably.

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