Dynamic Behavior of Metal-Plate-Connected Wood Truss Joints

Kent, Scott; Gupta, Rakesh; Miller, Thomas H.

doi:10.1061/(asce)0733-9445(1997)123:8(1037)

Cited by 7 publications

(10 citation statements)

References 3 publications

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“…All other cyclic loading regimes are explained in Table 1. Our tests were similar to those of Dolan et al (1996), except that we ramped the joints to dead load, similar to Kent et al (1997), before applying the cycles, in order to produce a more realistic loading (i.e., dead load is always present) on the joints. The tension splice joint dead load was 4 kN; the heel joint dead load was 7 kN.…”

Section: Test Proceduresmentioning

confidence: 99%

“…The damage that accumulated in the connection during the SPD load depended on the level of displacement. Finally, Kent et al (1997) found that large cyclic loads cause significant strength loss in MPC joints. Redlinger (1998) tested joints under simulated hurricane and impact loads and observed stiffness increase in the joints but no strength degradation.…”

Section: Introductionmentioning

confidence: 97%

“…Cyclic loading of joints has received some attention recently (Emerson and Fridley 1996, Kent et al 1997, Redlinger 1998. Emerson and Fridley (1996) tested tensile joints under cyclic loading and observed loss in initial stiffness, but no drop in strength.…”

Section: Introductionmentioning

confidence: 99%

“…Emerson and Fridley (1996) tested tensile joints under cyclic loading and observed loss in initial stiffness, but no drop in strength. Kent et al (1997) tested MPC joints under a historical (Northridge), artificially generated earthquake simulation, sequential phased displacement (SPD) loading, and cyclic loads. They found that the earthquake simulations caused no strength degradation, but that earthquake loadings affected the axial stiffness of the heel joints.…”

Section: Introductionmentioning

confidence: 99%

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Short-term cyclic performance of metal-plate-connected wood truss joints

Gupta¹,

Miller²,

Freilinger³

2004

Structural Engineering and Mechanics

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The objective of this research was to evaluate the performance of metal-plate-connected truss joints subjected to cyclic loading conditions that simulated seismic events in the lives of the joints. We also investigated the duration of load factor for these joints. We tested tension splice joints and heel joints from a standard 9.2-m Fink truss constructed from 38-× 89-mm Douglas-fir lumber: 10 tension splice joints for static condition and for each of 6 cyclic loading conditions (70 joints total) and 10 heel joints for static condition and for each of 3 cyclic loading conditions (40 joints total). We evaluated results by comparing the strengths of the control group (static) with those of the cyclic loading groups. None of the cyclic loading conditions showed any strength degradation; however, there was significant stiffness degradation for both types of joint. The results of this research show that the current duration of load factor of 1.6 for earthquake loading is adequate for these joints.

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Section: Test Proceduresmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 97%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Short-term cyclic performance of metal-plate-connected wood truss joints

Gupta¹,

Miller²,

Freilinger³

2004

Structural Engineering and Mechanics

Self Cite

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“…Parisi et al [3] analyzed the use of small screws (7-8 cm) to prevent splitting near the joints of timber trusses. Tampone [4] studied the use of metal brackets, and several others [5][6][7] studied the application of metal braces. However, an important limitation is that metal elements are prone to oxidation and collapse in fires, as metals heat more readily than the timber.…”

Section: Introductionmentioning

confidence: 99%

Basalt FRP Spike Repairing of Wood Beams

Righetti

Corradi

Borri

2015

Fibers

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This article describes aspects within an experimental program aimed at improving the structural performance of cracked solid fir-wood beams repaired with Basalt Fiber Reinforced Polymer (BFRP) spikes. Fir wood is characterized by its low density, low compression strength, and high level of defects, and it is likely to distort when dried and tends to fail under tension due to the presence of cracks, knots, or grain deviation. The proposed repair technique consists of the insertion of BFRP spikes into timber beams to restore the continuity of cracked sections. The experimental efforts deal with the evaluation of the bending strength and deformation properties of 24 timber beams. An artificially simulated cracking was produced by cutting the wood beams in half or notching. The obtained results for the repaired beams were compared with those of solid undamaged and damaged beams, and increases of beam capacity, bending strength and of modulus of elasticity, and analysis of failure modes was discussed. For notched beams, the application of the BFRP spikes was able to restore the original bending capacity of undamaged beams, while only a small part of the original capacity was recovered for beams that were cut in half.

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