Nonlinear finite element modeling and characterization of guyed towers under severe loading

Shi, Haijian

doi:10.32469/10355/4703

Cited by 3 publications

(5 citation statements)

References 13 publications

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“…Formula (12) is substituted into (10) and then merged into formula (9); the two-step recursive formula for calculation of +Δ , according to and , can be gotten:…”

Section: Calculation Methods Of Wind-induced Vibrationmentioning

confidence: 99%

“…Meshmesha et al presented an equivalent curved beam finite element method to analyze the response characteristics of guyed towers under static and dynamic loads and made the comparison with classical finite element analysis method to verify the accuracy of the new method [9]. Shi and De Oliveira et al also made the relevant analysis of guyed towers using the finite element method [10,11]. Gani and Légeron analyzed two types of guyed tower structures and pointed out that equivalent static method would underestimate the dynamic response of the towers and proposed the simplified method which has been improved to more accurately estimate the dynamic effect of the towers [12].…”

Section: Introductionmentioning

confidence: 99%

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Parameter Analysis on Wind-Induced Vibration of UHV Cross-Rope Suspension Tower-Line

Xilai

2017

Advances in Civil Engineering

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This paper analyzes the influences of important structural design parameters on the wind-induced response of cross-rope suspension tower-line. A finite element model of cross-rope suspension tower-line system is established, and the dynamic time-history analysis with harmonic wave superposition method is conducted. The two important structural design parameters such as initial guy pretension and sag-span ratio of suspension-rope are studied, as well as their influences on the three wind-induced vibration responses such as tensile force on guys, the reaction force on mast supports, and the along-wind displacement of the mast top; the results show that the value of sag-span ratio of suspension-rope should not be less than 1/9 and the value of guy pretension should be less than 30% of its design bearing capacity. On this occasion, the tension in guys and compression in masts would be maintained in smaller values, which can lead to a much more reasonable structure.

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“…Formula (12) is substituted into (10) and then merged into formula (9); the two-step recursive formula for calculation of +Δ , according to and , can be gotten:…”

Section: Calculation Methods Of Wind-induced Vibrationmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Parameter Analysis on Wind-Induced Vibration of UHV Cross-Rope Suspension Tower-Line

Xilai

2017

Advances in Civil Engineering

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“…The initial prestress for the lower-layer cables is 900 lbs and the initial prestress for the upper-layer cables is 100 lbs. Additional details can be found in [27]. The point load is applied on the top of the mast (Fig.…”

Section: Geometric Nonlinear Static Analysis Of a 50 Ft Guyed Towermentioning

confidence: 99%

Geometric nonlinear static and dynamic analysis of guyed towers using fully nonlinear element formulations

Shi¹,

Salim

2015

Engineering Structures

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“…Boundary conditions also vary with the corresponding transverse velocity profiles. Detailed derivations can be found in Shi [21] Appendix B.…”

Section: Governing Equationmentioning

confidence: 99%

“…This is because of the swift decrease in the intensity of the impulsive pressure. The final shear sliding at the support is (21) In the subsequent phase (loading phase), the beam continues accelerating under the pulse load, although the acceleration decreases with time. The transverse velocity reaches its peak at the end of this phase.…”

Section: Combined Failure Modes With Stationary Bending Hinge (Fig 2mentioning

confidence: 99%

Using P-I Diagram Method to Assess the Failure Modes of Rigid-Plastic Beams Subjected to Triangular Impulsive Loads

Shi¹,

Salim²,

2012

International Journal of Protective Structures

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This paper puts forward a simplified method for assessing the failure modes of rigid-plastic beams by solving the governing partial differential equation with defined initial conditions based on five previously developed transverse velocity profiles. It is found that there are twelve different response patterns possible for a rigid-plastic beam subjected to a triangular pulse shape impulsive load. As developed in this paper, the P-I diagram is based on the derived deformation pattern such that selected failure criteria can be used to identify and differentiate various failure patterns. The shear-to-bending ratio, the boundary conditions, and the load pulse shape, all influence the response of the rigid-plastic beams, and are discussed in detail. Although the peak pressure and the shear-to-bending ratio together determine the response pattern, it is also found that the combination of peak pressure, impulse, and shear-to-bending ratio define the failure type and sequence. Fully clamped beams are relatively resistant to bending failure; however, they are more vulnerable to shear failure at the supports than simply supported beams. Compared with the triangular-shape impulsive load, the rectangular-shape impulsive load is more vulnerable in the pressure and impulse combination-controlled zone. The explicit solutions are compared with results obtained by using the Single-Degree-of-Freedom (SDOF) approach and are found to be exactly the same whether the beams have a small shear-to-bending ratio (υ ≤ 1) or a large such ratio (υ ≥ 1.5). But for beams with medium shear-to-bending ratio (1 ≤ υ ≤ 1.5), only the presented approach derived solutions.

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Nonlinear finite element modeling and characterization of guyed towers under severe loading

Cited by 3 publications

References 13 publications

Parameter Analysis on Wind-Induced Vibration of UHV Cross-Rope Suspension Tower-Line

Parameter Analysis on Wind-Induced Vibration of UHV Cross-Rope Suspension Tower-Line

Geometric nonlinear static and dynamic analysis of guyed towers using fully nonlinear element formulations

Using P-I Diagram Method to Assess the Failure Modes of Rigid-Plastic Beams Subjected to Triangular Impulsive Loads

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