Research Progress and Prospect on Self-Drilling Screw Connection Shear Capacity

2012 ◽  
Vol 166-169 ◽  
pp. 187-193
Author(s):  
Lin Feng Lu ◽  
Ya Ping Zhang ◽  
Wen Qi Fang ◽  
Dong Hua Yang
Keyword(s):  
Failure Mode ◽  
Shear Failure ◽  
Steel Structure ◽  
Shear Capacity ◽  
The Self ◽  
Research Progress ◽  
Thin Wall

Recently, self-drilling screw connection is the most primary connection way in the cold-formed thin-wall steel structure, many scholars have studied its stress mechanism and shear capacity. This paper begins with several self-drilling screw stress mechanism and shear failure mode, introduces the domestic and international calculation, then summarize and analyze the research progress on the self-drilling screw. At last, prospect on the self-drilling screw shear capacity and application.

Analysis of seismic performance and research of load capacity of steel reinforced high strength concrete columns with rectangular helical hoops

2020 ◽  
pp. 136943322098165
Author(s):  
Jianyang Xue ◽  
Xin Zhang ◽  
Xiaojun Ke
Keyword(s):  
Failure Mode ◽  
Seismic Performance ◽  
Calculation Method ◽  
High Strength Concrete ◽  
Failure Modes ◽  
Shear Failure ◽  
High Strength ◽  
Shear Capacity ◽  
Strength Concrete ◽  
Shear Span

This paper mainly focused on the seismic performance and shear calculation method of steel reinforced high-strength concrete (SRHC) columns with rectangular helical hoops. An experimental investigation was performed in this paper. Eleven SRHC columns with rectangular helical hoops and one with ordinary hoops were constructed at the laboratory of Guangxi university. The failure modes, hysteresis loops, envelope curves, characteristic loads and displacements and cumulative damage analysis are presented and investigated. It can be seen from the test results that the failure modes of SRHC columns can be divided into three types with the shear span ratio increased, namely, shear baroclinic failure mode, flexure-shear failure mode and flexure failure mode. In addition, the specimens with rectangular helical hoops have plumper hysteretic loops. Shear span ratio is the main influencing factor of characteristic load; the axial compression ratio and concrete strength have less influence on characteristic load, while stirrup ratio has little effect on the characteristic load. Finally, a calculation method for shear capacity of SRHC columns under shear baroclinic failure and flexure-shear failure mode is proposed.

scholarly journals Experimental investigation of reinforced concrete beams with and without CFRP wrapping

2012 ◽  
Vol 20 (3) ◽  
pp. 15-26
Author(s):  
K.V. Venkatesha ◽  
S.V. Dinesh ◽  
K. Balaji Rao ◽  
B.H. Bharatkumar ◽  
S.R. Balasubramanian ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Failure Mode ◽  
Shear Failure ◽  
Shear Capacity ◽  
Reinforced Concrete Beams ◽  
Experimental Investigations ◽  
Flexural Failure ◽  
Carbon Fibre Reinforced Polymer ◽  
Fibre Reinforced Polymer ◽  
Cfrp Wrapping

AbstractThis paper presents the results of experimental investigations on six reinforced concretebeams, with three different shear span-to-depth ratios, which were tested under two-pointloading. The aim of the work was to study the efficacy of Carbon Fibre Reinforced Polymer(CFRP) strips in enhancing shear capacity and/or changing the failure mode from brittleshear failure to ductile flexural failure. The results of the study indicate that while thereis a marginal increase in first crack and ultimate loads, it is possible to achieve a changein the failure mode, and the monitored strain gauge data can be used to explain the failurepattern observed.

scholarly journals Assessment of shear capacity. Part II: Experimental test

2018 ◽  
Vol 196 ◽  
pp. 02040
Author(s):  
Maria Włodarczyk
Keyword(s):  
Failure Mode ◽  
Experimental Test ◽  
Failure Modes ◽  
Shear Failure ◽  
Load Capacity ◽  
Shear Capacity ◽  
Transverse Reinforcement ◽  
Shear Reinforcement ◽  
Theoretical Results ◽  
Capacity Estimates

Results of experiments carried out on beams with varying shear reinforcement are presented. Depending on the amount of transverse reinforcement different failure modes with different ultimate loads were recorded. The results were compared to theoretical load capacity estimates. Three models for shear capacity were used: classical, EC and Zararis described in the accompanying paper [1]. When shear failure mode governs beam behaviour, theoretical results according to the EC and Zararis are in good compatibility with experiments.

scholarly journals Mechanical performance of space sandwich joints under bidirectional cyclic loading

2018 ◽  
Vol 22 (1) ◽  
pp. 69-80
Author(s):  
Li-Qun Hou ◽  
Shi-Cai Chen ◽  
Wei-Ming Yan ◽  
Kang-Suk Kim
Keyword(s):  
Failure Mode ◽  
Shear Failure ◽  
Mechanical Performance ◽  
Concrete Strength ◽  
Three Dimensional ◽  
Shear Capacity ◽  
Normal Strength Concrete ◽  
Strength Concrete ◽  
Column Joint ◽  
Normal Strength

In high-rise buildings with high-strength concrete column and normal-strength concrete floor, the beams and slabs are usually cast in a continuous fashion through the beam–column joint to simplify construction, and this results in the lower strength concrete at the beam–column joint core (sandwich joint). It will influence the capacity of the joint. In this article, three groups of three-dimensional specimens consisting of sandwich joint specimens and corresponding traditional joint specimens were tested under bidirectional reversed cyclic loads to investigate seismic performance, including the failure mode, ductility, energy dissipation, and deformation. The test results show that the beam–column joint core can be cast with normal-strength concrete when the column concrete strength is less than 1.5 times that of the beam. However, when the ratio exceeds 1.5, the failure mode of the joint may change from beams flexural failure to joint shear failure and additional strengthening measures should be taken. Finally, the formula for calculating shear capacity of the three-dimensional sandwich joints is presented, and the predictions are compared to the experimental results.

scholarly journals Shear Capacity and Failure Behavior of Steel-Reinforced High Ductile Concrete Beams

2015 ◽  
Vol 2015 ◽  
pp. 1-8 ◽  
Author(s):  
Mingke Deng ◽  
Jie Dai ◽  
Huasong Lu ◽  
Xingwen Liang
Keyword(s):  
Failure Mode ◽  
Shear Failure ◽  
Concrete Beams ◽  
Shear Capacity ◽  
Fiber Reinforced Concrete ◽  
Failure Behavior ◽  
Test Results ◽  
Concentrated Load ◽  
Shear Span ◽  
Conservative Estimation

The shear behavior of six high ductile fiber reinforced concrete (HDC) beams is studied to investigate the influence of shear-span ratio and HDC mechanical property on the improvement of the shear failure mode and shear capacity of short beams. Four steel-reinforced high ductile concrete beams (SHDC) beams with different shear span ratios are tested under concentrated load at midspan. To study the effect of stirrups and steel on the shear capacity of short beams, two additional specimens without steel but one including stirrups are investigated. The main aspects of SHDC beams are discussed in detail, such as failure mode, deformability, and shear capacity. Test results show that the SHDC short beams keep high residual bearing capacity and great integrity when suffering from large deformation. It is revealed that HDC increased the shear ductility and improved the shear failure mode of short beams. A comparison with the shear equations of Chinese YB9082-2006 shows that the Chinese Code equation provides conservative estimation for HDC beams. This study proposes modifications to the equation for predicting the shear capacity of HDC beams.

scholarly journals Influence of Patching on the Shear Failure of Reinforced Concrete Beam without Stirrup

2021 ◽  
Vol 6 (7) ◽  
pp. 97
Author(s):  
Stefanus Adi Kristiawan ◽  
Halwan Alfisa Saifullah ◽  
Agus Supriyadi
Keyword(s):  
Reinforced Concrete ◽  
Shear Failure ◽  
Numerical Study ◽  
Unsaturated Polyester ◽  
Reinforced Concrete Beam ◽  
Concrete Cover ◽  
Shear Capacity ◽  
Rc Beam ◽  
Shear Span ◽  
Shear Cracking

Deteriorated concrete cover, e.g., spalling or delamination, especially when it occurs at the web of a reinforced concrete (RC) beam within the shear span, can reduce the shear capacity of the beam. Patching of this deteriorated area may be the best option to recover the shear capacity of the beam affected. For this purpose, unsaturated polyester resin mortar (UPR mortar) has been formulated. This research aims to investigate the efficacy of UPR mortar in limiting the shear cracking and so restoring the shear capacity of the deteriorated RC beam. The investigation is carried out by an experimental and numerical study. Two types of beams with a size of 150 × 250 × 1000 mm were prepared. The first type of beams was assigned as a normal beam. The other was a beam with a cut off in the non-stirrup shear span, which was eventually patched with UPR mortar. Two reinforcement ratios were assigned for each type of beams. The results show that UPR mortar is effective to hamper the propagation of diagonal cracks leading to increase the shear failure load by 15–20% compared to the reference (normal) beam. The increase of shear strength with the use of UPR mortar is consistently confirmed at various reinforcement ratios.

scholarly journals Longitudinal shear capacity of the slabs of composite beams

1976 ◽  
Vol 3 (4) ◽  
pp. 514-522 ◽  
Author(s):  
M. N. El-Ghazzi ◽  
H. Robinson ◽  
I. A. S. Elkholy
Keyword(s):  
Composite Beam ◽  
Shear Failure ◽  
Concrete Slab ◽  
Compressive Force ◽  
Longitudinal Shear ◽  
Composite Beams ◽  
Shear Capacity ◽  
Slab Width ◽  
Two Parameters ◽  
Concrete Elements

The longitudinal shear failure of the slab of composite beams is constrained to occur at a predetermined shear surface. A method for calculating the longitudinal shear capacity of the slab of simply-supported steel–concrete composite beams is presented. The method is based on analyzing the stresses at failure of the concrete elements located at the slab shear surface.A design chart based on estimating the transverse normal stress required within the concrete slab to achieve the full ultimate flexural capacity of the composite beam is proposed. Alternatively, using elastic–plastic stress distribution across the concrete slab, the longitudinal compressive force due to bending and hence the applied moment can be predicted for any longitudinal shear capacity of the slab. The proposed design and analysis when compared to previous tests and analysis showed good agreement.The slab width and the shear span of the composite beam are found to be two important parameters which cannot be neglected when estimating the longitudinal shear capacity of the slab. These two parameters have been neglected in the empirical solutions previously adopted.

Machine learning-based failure mode identification of RCSPSW

2021 ◽  
Author(s):  
Dongqi Jiang ◽  
Shanquan Liu ◽  
Tao Chen ◽  
Gang Bi
Keyword(s):  
Machine Learning ◽  
Failure Mode ◽  
Failure Modes ◽  
Shear Failure ◽  
Tall Buildings ◽  
Shear Walls ◽  
Superior Performance ◽  
Ann Model ◽  
Mode Recognition ◽  
Wide Range

<p>Reinforced concrete – steel plate composite shear walls (RCSPSW) have attracted great interests in the construction of tall buildings. From the perspective of life-cycle maintenance, the failure mode recognition is critical in determining the post-earthquake recovery strategies. This paper presents a comprehensive study on a wide range of existing experimental tests and develops a unique library of 17 parameters that affects RCSPSW’s failure modes. A total of 127 specimens are compiled and three types of failure modes are considered: flexure, shear and flexure-shear failure modes. Various machine learning (ML) techniques such as decision trees, random forests (RF), <i>K</i>-nearest neighbours and artificial neural network (ANN) are adopted to identify the failure mode of RCSPSW. RF and ANN algorithm show superior performance as compared to other ML approaches. In Particular, ANN model with one hidden layer and 10 neurons is sufficient for failure mode recognition of RCSPSW.</p>

scholarly journals An Experimental Study on Mechanical Behavior of Parallel Joint Specimens under Compression Shear

2018 ◽  
Vol 2018 ◽  
pp. 1-12
Author(s):  
Fei Wang ◽  
Ping Cao ◽  
Yu Chen ◽  
Qing-peng Gao ◽  
Zhu Wang
Keyword(s):  
Shear Stress ◽  
Shear Strength ◽  
Failure Mode ◽  
Shear Failure ◽  
Strain Curve ◽  
Shear Loading ◽  
Plane Shear ◽  
Joint Spacing ◽  
Dip Angle ◽  
Joint Inclination

In order to investigate the influence of the joint on the failure mode, peak shear strength, and shear stress-strain curve of rock mass, the compression shear test loading on the parallel jointed specimens was carried out, and the acoustic emission system was used to monitor the loading process. The joint spacing and joint overlap were varied to alter the relative positions of parallel joints in geometry. Under compression-shear loading, the failure mode of the joint specimen can be classified into four types: coplanar shear failure, shear failure along the joint plane, shear failure along the shear stress plane, and similar integrity shear failure. The joint dip angle has a decisive effect on the failure mode of the specimen. The joint overlap affects the crack development of the specimen but does not change the failure mode of the specimen. The joint spacing can change the failure mode of the specimen. The shear strength of the specimen firstly increases and then decreases with the increase of the dip angle and reaches the maximum at 45°. The shear strength decreases with the increase of the joint overlap and increases with the increase of the joint spacing. The shear stress-displacement curves of different joint inclination samples have differences which mainly reflect in the postrupture stage. From monitoring results of the AE system, the variation regular of the AE count corresponds to the failure mode, and the peak value of the AE count decreases with the increase of joint overlap and increases with the increase of joint spacing.

scholarly journals Experimental Study on the Shear Performance of Shallow Hinge Joints for Prefabricated Hollow Slab Bridges

2018 ◽  
Vol 2018 ◽  
pp. 1-8
Author(s):  
Hanbin Yi ◽  
Chuanxi Li ◽  
Li Dai
Keyword(s):  
Shear Stress ◽  
Failure Mode ◽  
Shear Failure ◽  
Internal Force ◽  
Force Transmission ◽  
Transmission Performance ◽  
Joint Stress ◽  
Hinge Joint ◽  
Vehicle Load ◽  
Joint Fracture

To investigate whether shallow hinge joint fracture was caused by shear stress or flexural stress, during the demolition and reconstruction of Xiaojiang River bridge, two original girders were collected and shipped to the lab, and the shallow hinge joint between the two girders was rebuilt. Tests were performed to investigate the cracking load, failure mode, and force transmission performance of the hollow slab girder and shallow hinge joint under vehicle load. The test result shows that under eccentric load, when the load increases to 365 kN, the midspan bottom slab of the testing girder starts to fracture; as the load increases to 560 kN, the roof slab of the testing girder starts to fracture; the hinge joint has a maximum horizontal opening of 0.153 mm and vertical relative displacement of 0.201 mm; during the entire test loading process, the shallow hinge joint structure does not develop fracture and shear failure; and the shallow hinge structure demonstrates excellent shear stress transmission performance. In addition, based on hinge slab theory, the hinge joint internal force under vehicle load was calculated. Based on ACI 318-05 specification, CAN/CSA-S6-00, and JTG D61-2005, the hinge joint shear bearing capacity was calculated. Hinge joint stress resistances calculated from the three specifications all exceed the internal force. Among them, the calculation results from ACI 318-05 and CAN/CSA-S6-00 are similar, while the result from JTG D61-2005 specification significantly exceeds the internal force, which is mainly because the designed concrete direct shear strength fvd in the Chinese specification does not consider factors such as bonding surface coarseness, concrete pouring sequence, and material properties. Theoretical calculations and tests show that the actual failure mode of the shallow hinge joint in prefabricated hollow slab girder bridges is not caused by shear stress.

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