The effect of end distance on the moment resistance of timber rivet connections

2003 ◽  
Vol 30 (5) ◽  
pp. 945-948 ◽  
Author(s):  
J A Hampson ◽  
H G.L Prion ◽  
F Lam
Keyword(s):  
Failure Mode ◽  
Slight Reduction ◽  
Moment Connections ◽  
Moment Capacity ◽  
Laminated Veneer Lumber ◽  
Moment Connection ◽  
Glued Laminated Timber ◽  
End Distance ◽  
Strength And Stiffness ◽  
The Moment

The results of an experimental study on moment connections with timber rivets are reported. The end distance for a four-rivet moment connection is varied in an attempt to determine the effect on the moment capacity and the failure mode. Varying the end distance did not seem to induce the occurrence of a brittle failure mode, but a slight reduction in the strength and stiffness of joint was observed. This was confirmed for specimens made with glued-laminated timber (glulam), laminated-veneer lumber (LVL), and parallel-strand lumber (PSL).Key words: wood, timber, moment, connection, brittle, end distance, glulam and rivet.

Experimental Study of Cold-Formed Steel Moment Connections with Screw Fasteners

2019 ◽  
Vol 950 ◽  
pp. 85-89
Author(s):  
Adeline Ling Ying Ng ◽  
Zhi Yong Law
Keyword(s):  
Local Buckling ◽  
Test Results ◽  
Moment Connections ◽  
Moment Capacity ◽  
Moment Connection ◽  
Steel Moment Connection ◽  
Steel Sections ◽  
Cold Formed Steel ◽  
The Moment ◽  
Hot Rolled

A series of connection with screw fasteners were tested to study the behavior of cold-formed steel moment connection. The test specimens included hot-rolled parallel flange channels, cold-formed lipped C-Channels, and self-drilling self-fastening screws. Two different lipped C-Channels and a various number of screws per connection were used in this study. The moment-rotation behavior, rotational rigidity, and the connection capacity differed with the number of screws. The connection behaved as a pinned connection when 4 screws were used. However, local buckling was observed in the cold-formed steel sections near the connection when 8, 10 and 14 screws were used. The connection test results were compared with theoretical results calculated in accordance to the Australian Standards. None of the connection tested could achieve the moment capacity of the section connected.

scholarly journals An Experimental Analysis on the Moment Rotation of Beam-Column Connection using Cold-form Steel Section

2018 ◽  
Vol 7 (4.35) ◽  
pp. 668
Author(s):  
Rahima Ummi Kulsum Nadya ◽  
Fathoni Usman
Keyword(s):  
Failure Mode ◽  
Experimental Analysis ◽  
Experimental Testing ◽  
Gusset Plate ◽  
Moment Capacity ◽  
Column Section ◽  
Beam Section ◽  
Strength And Stiffness ◽  
The Moment ◽  
Steel Section

A beam-column connection of cold-formed steel section was arranged as an isolated joint. An experimental testing has been done on the model specimen until the model reached its failure mode. The behaviour of the cold-formed bolted connection in the matter of its strength and stiffness of the steel connection was studied. In this study, gusset-plate and bolted angle flange cleat connection were used in which it can stiffen the cold-formed beam-column connection. Moment-rotation curves were generated from the test results to represent the behaviour of the bolted connections. The design expression of the beam-column connection is following the design standard of Eurocode 3 BS EN 1993-1-8. The set-up of the experimental analysis, the procedure and the failure mode results are discussed in details. The moment capacity of 5.9 kN.m has been recorded for the beam section and 7.3 kN.m for the column section. The stiffness (Sj) was recorded as 120.94 kN.m/rad for the beam section and 182.42 kN.m/rad for the column section.

Application of Fracture Mechanics to Steel Connections in Moment Frames under Seismic Loading

1997 ◽  
Vol 1 (1) ◽  
pp. 23-37 ◽  
Author(s):  
C. Joh ◽  
W.F. Chen
Keyword(s):  
Fracture Mechanics ◽  
Steel Structures ◽  
Northridge Earthquake ◽  
Moment Frames ◽  
Moment Connections ◽  
Related Factors ◽  
Steel Connections ◽  
Moment Connection ◽  
San Fernando ◽  
The Moment

The 6.8 magnitude Northridge earthquake that shook California's San Fernando Valley on January 17 in 1994, did not cause the collapse of any steel structures but connections, confidently designed and constructed in the past with traditional code simplification and common site welding techniques, were discovered not to meet our expectations. This paper reviews connection failures during the 1994 Northridge earthquake and the design philosophy and examines the post-Northridge earthquake experimental and analytical researches. Possible causes of the moment connections damage are categorized into three classes; welding-related factors, design-related factors, and material-related factors. For the analyses, the idealizations of the moment connection considering each factor are studied. From the idealization of the moment connection, the five-plate model is analyzed to investigate the stress concentration and stress state of the connection. The equivalent design crack models are investigated using the fracture mechanics approach.

Connections between Simply Supported Concrete Beams Made Continuous

2005 ◽  
Vol 1928 (1) ◽  
pp. 126-133
Author(s):  
Amy Dimmerling ◽  
Richard A. Miller ◽  
Reid Castrodale ◽  
Amir Mirmiran ◽  
Makarand Hastak ◽  
...  
Keyword(s):  
Concrete Beams ◽  
Heat Of Hydration ◽  
Moment Connections ◽  
Moment Capacity ◽  
Moment Connection ◽  
Differential Shrinkage ◽  
Negative Moment ◽  
Live Loads ◽  
Creep And Shrinkage ◽  
Sufficient Strength

Precast bridge girders can be made continuous for live loads with the provision of a moment connection over the supports. NCHRP Project 12–53 examined methods for making this type of moment connection. This is usually done by placing negative moment reinforcement in a cast-in-place deck over the support and by placing a diaphragm between the girder ends. To counteract positive moments caused by creep and shrinkage, positive moment connections are often provided at the girder ends. An experimental study of the strength of six different positive moment details, involving either extended strand or extended bar, was conducted. The results showed that all details had sufficient strength. Details using additional stirrups in the diaphragm were found to have increased ductility, and the use of horizontal web bars increased capacity. Two full-size specimens were tested to determine the level of continuity after cracking occurs at the joints. One of these specimens was also monitored for several months to determine the effects of creep, shrinkage, and temperature on the connections. It was found that expansion and contraction of the deck caused by heat of hydration and changes in ambient temperature greatly affected the system. However, an anticipated formation of negative moment caused by differential shrinkage did not occur. Even when the positive moment connection was near failure, the system maintained 70% continuity even when cracked. The system was also found to have adequate negative moment capacity.

Fracture Moment Strength of Reduced Beam Section with Bolted Web Connections

2007 ◽  
Vol 348-349 ◽  
pp. 717-720
Author(s):  
Ki Hoon Moon ◽  
Sang Whan Han ◽  
Ji Eun Jung
Keyword(s):  
Moment Connections ◽  
Moment Capacity ◽  
Design Procedures ◽  
Reduced Beam Section ◽  
Moment Resisting ◽  
Current Design ◽  
Beam Section ◽  
The Moment ◽  
Rbs Connections ◽  
Experimental Researches

Reduced Beam Section (RBS) moment connections are developed for Special Moment Resisting Frames (SMRF). According to the beam web attachment the column flange RBS connections are classified into Reduced Beam Section with Bolted web connections (RBS-B), and the Reduced Beam Section with Welded web connections (RBS-W). Beam flanges are welded to the column. Regardless of different web attachment details in RBS-B and RBS-W connections current design procedures (FEMA 350) assumes that they could develop plastic moment of the beam gross section. In current design procedures, RBS-B connections should provide the sufficient strength that can reach the plastic moment capacity of the connected beam. However, some experimental researches reported that the beams in RBS-B connections fractured before the connection reached its plastic moment capacity. Such undesirable fracture shows that RBS-B connections have less strength than RBS-W connections. And if RBS-B connections designed in current design procedures, it might fail in a brittle manner and not satisfy SMRF due to undesirable fracture. Thus, this study develops a new set of equations for accurately computing the moment strength of RBS-B connections. The proposed strength equation accurately predicts connection moment capacity for RBS-B connections.

scholarly journals An Alternative Stiffening Method for Rigid CHS L-Joints

2016 ◽  
Vol 2016 ◽  
pp. 1-11
Author(s):  
Niall Holmes ◽  
Darran Kierans ◽  
Patrick Crean
Keyword(s):  
Failure Modes ◽  
Load Capacity ◽  
Local Buckling ◽  
New Method ◽  
Moment Connections ◽  
Moment Capacity ◽  
Codes Of Practice ◽  
Alternative Approach ◽  
The Moment ◽  
Better Than

The paper presents a new method of stiffening CHS L-joints and compares it against current stiffened and unstiffened moment connections. The method is derived from studying the failure modes of existing methods, typically local buckling and ovalisation of the section. Unstiffened right-angled CHS connections have been shown to be weak due to local buckling and ovalisation. Stiffing plates placed across the joint can increase the moment capacity of the section by preventing ovalisation of the section but is architecturally unsightly. An alternative approach, where a stiffening plate welded vertically inside both the column and beam, outperformed the unstiffened frame plate in terms of reduced ovalisation and increased load capacity. It was also found to perform better than the stiffened connection in terms of both vertical and horizontal deflection. However, more research is required to ensure a fully restrained connection to satisfy codes of practice and constructible.

scholarly journals The bending properties of bamboo strand board I-beams

2019 ◽  
Vol 65 (1) ◽  
Author(s):  
Yuhui Sun ◽  
Zehui Jiang ◽  
Huanrong Liu ◽  
Zhengjun Sun ◽  
Changhua Fang
Keyword(s):  
Failure Mode ◽  
Ultimate Load ◽  
Load Capacity ◽  
Strength Properties ◽  
Calculation Formula ◽  
Bending Properties ◽  
Ultimate Load Capacity ◽  
Obvious Effect ◽  
Moment Capacity ◽  
The Moment

Abstract Novel bamboo I-beams fabricated from bamboo oriented strand boards as structural members were investigated. Bending tests were performed to determine the stiffness and strength properties of bamboo I-beams. The results showed that the stiffness and strength properties exceeded the requirements of APA EWS Performance-Rated I-joist in PRI-400-2012. Increasing section depth had obvious effect on the ultimate load capacity, stiffness and failure mode of bamboo I-beams. Moreover, the bending properties of bamboo I-beams were also affected by flange materials, joint type in web, and reinforcement of flange finger joints. The strain measurements indicated that the plane assumption could be applied to the bamboo I-beams. Based on the stiffness calculation formula of I-beams recommended in Canadian standard and the moment capacity calculation formula corresponding to each failure mode of I-beams, the calculated stiffness and ultimate load capacity of specimens were relatively close to the experimental results.

Flexural Resistance of Steel-Coconut Shell Concrete-Steel Composite Beam with Normal and J-Hook Shear Studs

2020 ◽  
Vol 12 (9) ◽  
Author(s):  
Lakshmi Thangasamy ◽  
◽  
Gunasekaran Kandasamy ◽  
Keyword(s):  
Concrete Strength ◽  
Steel Plates ◽  
Coconut Shell ◽  
Core Material ◽  
River Sand ◽  
Concrete Core ◽  
Conventional Concrete ◽  
Moment Capacity ◽  
The Moment ◽  
Core Concrete

Many researches on double skin sandwich having top and bottom steel plates and in between concrete core called as steel-concrete-steel (SCS) were carried out by them on this SCS type using with different materials. Yet, use of coconut shell concrete (CSC) as a core material on this SCS form construction and their results are very limited. Study investigated to use j-hook shear studs under flexure in the concept of steel-concrete-steel (SCS) in which the core concrete was CSC. To compare the results of CSC, the conventional concrete (CC) was also considered. To study the effect of quarry dust (QD) in its place of river sand (RS) was also taken. Hence four different mixes two without QD and two with QD both in CC and CSC was considered. The problem statement is to examine about partial and fully composite, moment capacity, deflection and ductility properties of CSC used SCS form of construction. Core concrete strength and the j-hook shear studs used are influences the moment carrying capacity of the SCS beams. Use of QD in its place of RS enhances the strength of concrete produced. Deflections predicted theoretically were compared with experimental results. The SCS beams showed good ductility behavior.

Structural Behaviour of Blind Bolted Connection to Concrete-Filled Steel Tubular Columns

2010 ◽  
Vol 163-167 ◽  
pp. 591-595
Author(s):  
Jing Feng Wang ◽  
Xin Yi Chen ◽  
Lin Hai Han
Keyword(s):  
Analysis Model ◽  
Bolted Connections ◽  
Structural Behaviour ◽  
Tubular Columns ◽  
End Plate ◽  
Moment Resisting ◽  
Strength And Stiffness ◽  
Plate Connections ◽  
The Moment ◽  
Plate Connection

This paper studies structural behaviour of the blind bolted connections to concrete-filled steel tubular columns by a serial of experimental programs, which conducted involving eight sub-assemblages of cruciform beam-to-column joints subjected to monotonic loading and cyclic loading. The moment-rotation hysteretic relationships and failure models of the end plate connections have been measured and analyzed. A simplified analysis model for the blind bolted connections is proposed based on the component method. It is concluded that the blind bolted end plate connection has reasonable strength and stiffness, whilst the rotation capacity of the connection satisfies the ductility requirements for earthquake-resistance in most aseismic regions. This typed joint has excellent seismic performance, so it can be used in the moment-resisting composite frame.

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