Civil and Resource Engineering Faculty Research, Publications and Presentationshttp://hdl.handle.net/10222/363282024-03-28T14:59:21Z2024-03-28T14:59:21ZReliability Assessment of Concrete-Filled RHS Beam-Column Design Provisions (Preprint)Rahbarimanesh, FTousignant, Khttp://hdl.handle.net/10222/834732024-02-29T08:37:25Z2023-08-01T00:00:00ZReliability Assessment of Concrete-Filled RHS Beam-Column Design Provisions (Preprint)
Rahbarimanesh, F; Tousignant, K
Revisions were recently proposed to the way in which concrete-filled hollow structural section members are handled in CSA S16. These revisions were based on previous research, comparisons to experiments, and an approximate first-order reliability method analysis of the new and existing provisions. Herein, this topic is further expanded by using Monte Carlo simulations (MCS) to evaluate the reliability of design rules for concrete-filled rectangular hollow section (RHS) beam-columns. A representative set of ten concrete-filled RHS members is analysed with variations in wall slenderness, effective length, and loading eccentricity. Using MCS, reliability indices (β+) are determined over a range of live-to-dead load ratios. The β+ values are compared to the code-specified target of β+ = 3.0 in Annex B of CSA S16.
2023-08-01T00:00:00ZDesign of Single-Sided Fillet Welds under Transverse Load (Postprint)Thomas, JHTousignant, Khttp://hdl.handle.net/10222/834712024-02-27T08:35:06Z2022-09-01T00:00:00ZDesign of Single-Sided Fillet Welds under Transverse Load (Postprint)
Thomas, JH; Tousignant, K
In North American steel design specifications, a directional strength-enhancement factor is used to increase the predicted strength of fillet welds subjected to transverse loading (i.e., loading at 90° to the weld axis). Committees have expressed concerns about this factor being unsafe for single-sided fillet welds; however, due to a lack of testing, only cautionary statements have been made in most specifications to address this. An experimental program was hence developed to test 40 transversely loaded single-sided fillet welds in cruciform connections subjected to branch axial tension. The connections varied weld size, branch-plate thickness, and loading eccentricity to investigate the effects of these parameters on fillet-weld strength. Results of this program are presented herein, and a first-order reliability method (FORM) analysis was performed. It is shown that current fillet-weld design provisions meet/exceed code-specified target safety indices provided that (1) the directional strength-enhancement factor is not used, and (2) stresses that result in opening of the weld root notch are avoided.
2022-09-01T00:00:00ZExperimental tests on fillet and PJP welds in CHS moment T-connections (Postprint)Yang, ZTousignant, Khttp://hdl.handle.net/10222/834702024-02-27T08:35:02Z2022-09-01T00:00:00ZExperimental tests on fillet and PJP welds in CHS moment T-connections (Postprint)
Yang, Z; Tousignant, K
An experimental program was developed at Dalhousie University to test various unreinforced circular hollow section (CHS)-to-CHS 90° T-connections subjected to branch in-plane bending moment with the objective of determining the effective section properties of the welded joints. Eleven specimens were designed to be weld-critical (i.e., to fail by weld rupture), and tested by applying a single quasi-static point load, laterally, to the top of each branch. An equation for the weld effective section modulus for CHS-to-CHS moment T-connections is developed, and various design formulae are assessed through a first-order reliability method analysis. The scope of this research covers fillet and partial-joint-penetration groove welded connections with 0.31 ≤ branch-to-chord width ratio ≤ 0.91, 31 ≤ chord wall slenderness ≤ 46, and 0.75 ≤ branch-to-chord thickness ratio ≤ 1.00. Recommendations are made for weld design using the “effective length approach” in AISC 360.
2022-09-01T00:00:00ZChord-end RHS-to-RHS and CHS-to-CHS X-connections with rigid cap plates: Stress concentration factors (Postprint)Sun, MTousignant, KNejad, AZDaneshvar, Shttp://hdl.handle.net/10222/834692024-02-27T08:34:56Z2021-04-01T00:00:00ZChord-end RHS-to-RHS and CHS-to-CHS X-connections with rigid cap plates: Stress concentration factors (Postprint)
Sun, M; Tousignant, K; Nejad, AZ; Daneshvar, S
For rectangular hollow section (RHS)-to-RHS and circular hollow section (CHS)-to-CHS connections situated near a truss/girder end, reinforcement using a chord-end cap plate is common; however, for fatigue design, formulae in current design guidelines [for calculation of stress concentration factors (SCFs)] cater to: (i) unreinforced connections, with (ii) sufficient chord continuity beyond the connection on both sides. To develop definitive design guidelines for end connections with rigid cap plates, previous full-scale connection test results have been used to validate a finite element (FE) modelling approach, and a total of 496 FE models with different chord end distance-to-width (or diameter) (e/b0 or e/d0), branch-to-chord width (β), branch-to-chord thickness (τ), and chord slenderness (2γ) ratios have been modelled and analyzed. Existing SCF formulae in CIDECT Design Guide 8 are shown to be inaccurate if applied to cap plate-reinforced end connections. SCF correction factors (ψ), and parametric formulae to estimate ψ based on e/b0 (or e/d0), β, τ and 2γ, are derived.
2021-04-01T00:00:00Z