Monitoring Steel Girder Stability for Safer Bridge Erection

Zhao, Qiuhong; Yu, Bo; Burdette, Edwin G.; Hastings, John S.

doi:10.1061/(asce)cf.1943-5509.0000048

Cited by 6 publications

(4 citation statements)

References 6 publications

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“…The SSF data were nonlinearly power-fitted and polynomial-fitted against the slenderness ratio λ of the piers; the functions were generally fitted well [10]. For DLP with CB models, the functions could be expressed as equation (7) and equation (8) (Figure 6), For a compression bar in Material Mechanics [20], the relationship between compressive stress σ cr in the cross section and slenderness ratio λ is defined as follows, Slenderness ratio,…”

Section: Influence Of Slenderness Ratio On Structural Stabilitymentioning

confidence: 99%

Construction Stability Analysis of Curved Continuous Rigid Frame Bridges with High Piers

Song

Che³

2018

MATEC Web Conf.

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Taking the curved continuous rigid frame bridges (CRFBs) with high piers as research object, the construction stability of four different styles of main piers were analyzed by finite element (FE) method in three construction stages including the segment 0 stage, largest cantilever stage, and finished bridge stage. Rules governing the stabilities of bridges with various pier styles, height, and slenderness ratio were established. At different construction stages, pier type and pier height affect structural stability differently. Wind loads have little influence on structural stability at any construction stage, and accidental events influence the stability of bridges more than normal construction loads. There is a nonlinear power relationship of fixed functional type between the stability safety factor (SSF) and slenderness ratio in all four pier styles; this power relationship can be used to predict the stability of a new pier.

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Section: Influence Of Slenderness Ratio On Structural Stabilitymentioning

confidence: 99%

Construction Stability Analysis of Curved Continuous Rigid Frame Bridges with High Piers

Song

Che³

2018

MATEC Web Conf.

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“…However, in Yura's studies, Equations 1 and 2 were verified by FEA on only a few simply supported cases, and no analyses were conducted on the cantilever cases to verify the applicability of Equation 2 as well as the C b -factor. Therefore, it was unclear if these formulas were applicable for a wide range of double-girder systems under both simply supported and cantilever situations, which are the two most common cases during erection (8).…”

Section: Derivation Of Erection Guidelines For Double-girder Systemsmentioning

confidence: 99%

Simplified Erection Guidelines for Double I-Girder Systems during Bridge Construction

Zhao

Burdette

2010

Transportation Research Record: Journal of the Transportation R

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In current design specifications, only the individual girder inside the double-girder system is checked for lateral torsional buckling between the intermediate cross frames. However, the overall lateral torsional buckling of double-girder systems may be critical during bridge erection because of the limited lateral bracing present at this stage. Therefore, close attention should be paid to the overall stability of double I-girders during construction, and research was conducted for the simply supported case and the cantilever case under self-weight only. Through extensive finite element analyses, the formulas developed by Yura and colleagues on the overall lateral torsional buckling capacity of double-girder systems were first verified for the simply supported case and modified for the cantilever case. A stability index L/S was developed for estimating the stability of double-girder systems during erection, which equals the ratio between the girder span L and the girder spacing S. Formulas were then derived for the maximum span Lmax and the maximum stability index (L/S)max, beyond which the double-girder system would lose stability under its self-weight. Parametric studies were conducted to determine the dominant parameters for Lmax and (L/S)max for various girder sections with different spacing. A quick and reliable method was also established to check the stability of double-girder systems during erection by using the L/S ratio.

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“…N. Mohammad et al [11]) examined the buckling response of straight and initially bent (i.e., geometrically imperfect) end-bearing piles in soil subjected to axial load through finite element (FE) method exclusively under geometric and material nonlinearities. Geometric nonlinearity indeed affects the state of the bridge and thus should be a crucial factor in the design and construction control calculation of the structure [12]. Feng et al [13] and Luo et al [14] developed an analytical theory and computational method for curved thin-walled box girders which include shear lag effect and geometric nonlinearity, with corresponding nonlinear governing differential equations for the girder.…”

Section: Introductionmentioning

confidence: 99%

Geometrically Nonlinear Stability of Curved Continuous Rigid Frame Bridges with Initial High Pier Imperfections at Largest Cantilever Stage

Song¹,

Li²,

Che³

2019

IJET

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In this study, we investigated the geometrically nonlinear stability (GNS) of curved continuous rigid frame bridges (CRFB) with initial high pier imperfections at the largest cantilever stage. The stability safety factors were computed and compared for models in an ideal state, initial material imperfection state, initial tilt sate, initial bend state, or with different pier types, respectively. The stability safety factors decrease when geometrically nonlinear effects are considered, and decrease to greater extent when the initial material imperfection appears in the middle and lower portions of the pier. A cross section in the double-limb piers causes even greater decrease in stability. Initial tilt and initial bend also decrease stability, especially the latterin practice, it is crucial to reduce initial bend as much as possible to ensure a safe structure. These factors affect stability to nearly the same extent regardless of whether a double-limb pier or single-limb pier is utilized. Taken together, these results suggest that GNS analysis is necessary to fully comprehensively assess the safety of a curved CRFB with high piers. Index Terms-Curved continuous rigid frame bridge (CRFB), high pier, geometrically nonlinear analysis (GNS), stability safety factor, finite element (FE) method, initial imperfections.

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Monitoring Steel Girder Stability for Safer Bridge Erection

Cited by 6 publications

References 6 publications

Construction Stability Analysis of Curved Continuous Rigid Frame Bridges with High Piers

Construction Stability Analysis of Curved Continuous Rigid Frame Bridges with High Piers

Simplified Erection Guidelines for Double I-Girder Systems during Bridge Construction

Geometrically Nonlinear Stability of Curved Continuous Rigid Frame Bridges with Initial High Pier Imperfections at Largest Cantilever Stage

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