Optimization of Stay Cables in the Double-Set Arch Pylon Cable-Stayed Bridge

2014 ◽  
Vol 711 ◽  
pp. 495-498
Author(s):  
Shi Xiang Hu ◽  
Wen Gang Ma ◽  
Min Luo
Keyword(s):  
Bending Moment ◽  
Original Design ◽  
Finite Element Software ◽  
Cable Stayed Bridge ◽  
Stay Cables ◽  
Bending Strain ◽  
The Difference ◽  
Negative Bending ◽  
Cable Forces

The determination of post-tensioning cable forces is one of the most important issues for the design of arch pylon cable stayed bridge. In this paper, the optimization module implemented in MATLB, together with the commercial finite element software MIDAS, were employed to evaluate the minimum bending strain energy of the bridge. After optimizing the cable forces, the bending moment of the pylons were bigger than the values of original design. The bending moment of the main arch pylon within 55m to 70m height increased by 7280 kN•m, and the bending moment of the auxiliary arch pylon within 30m to 60m height increased by 3926 kN•m .The stress of the pylons was still far below the allowance value when the obtained cable forces were applied. However, for the girder, the difference between the maximum positive and maximum negative bending moments due to dead load can be lessened greatly by the application of the obtained cable forces. The results obtained revealed that the method presented could make full use of cable forces and lead to optimal structural performance.

Finite Element Analysis on Incremental Launching Construction for Steel Box Girder

2013 ◽  
Vol 671-674 ◽  
pp. 974-979
Author(s):  
Jie Dai ◽  
Jin Di ◽  
Feng Jiang Qin ◽  
Min Zhao ◽  
Wen Ru Lu
Keyword(s):  
Finite Element ◽  
Bending Moment ◽  
Internal Force ◽  
Element Analysis ◽  
Box Girder ◽  
Finite Element Software ◽  
Cable Stayed Bridge ◽  
Steel Box Girder ◽  
Maximum Value ◽  
Negative Bending

For steel box girder of cable-stayed bridge, which using incremental launching method, during the launching process, structural system and boundary conditions were changing, structure mechanical behaviors were complex. It was necessary to conduct a comprehensive analysis on internal force and deformation of the whole structure during the launching process. Took a cable-stayed bridge with single tower, double cable planes and steel box girder in China as an example; finite element software MIDAS Civil 2010 was used to establish a model for steel box girder, simulation analysis of the entire incremental launching process was carried out. Variation rules and envelopes of the internal force, stress, deformation and support reaction were obtained. The result showed that: the maximum value of positive bending moment after launching complete was 60% of the maximum value of positive bending moment during the launching process. The maximum value of negative bending moment after launching complete was 78% of the maximum value of negative bending moment during the launching process.

Overlay Replacement Feasibility Study of the Burlington Cable Stayed Bridge

2019 ◽  
Author(s):  
Yinghong Cao ◽  
Gregory Hasbrouck ◽  
Robert A. Magliola ◽  
Michael J. Todsen
Keyword(s):  
Mississippi River ◽  
Original Design ◽  
Significant Deterioration ◽  
Cable Stayed Bridge ◽  
Stay Cables ◽  
Main River ◽  
Local Stresses ◽  
Load Effects ◽  
Design Loads

<p>The Burlington Bridge, built in 1993, spans over the Mississippi River at Burlington, Iowa. The main river crossing is a 379‐m‐long cable stayed bridge carrying two westbound lanes and three eastbound lanes of U.S. Route 34. After 25 years of service, the concrete overlay and barrier are planned for replacement due to deterioration and cracking. This paper presents the methodology of the feasibility analysis for the replacement plan. Based on recent inspection reports, no significant deterioration of the primary structural elements of the bridge was found that would reduce the capacity of the structure to accommodate the original design loads. Without in‐depth determination of the capacity of the existing structure, the feasible construction staging was evaluated by comparing the effect of construction activities with the design live load effects. Various construction staging alternatives with reduced traffic lanes were investigated and optimized. The load effects on the primary structural components including towers, stay cables, edge girders, floor beams, deck and bearings were the main targets of comparison. Both global structural behavior and local stresses on these members were analyzed. After the analytical study, the most favorable construction staging was proposed for further consideration and refinement.</p>

scholarly journals PC Cable-Stayed Bridge Main Girder Shear Lag Effects: Assessment of Single Cable Plane in Construction Stage

2020 ◽  
Vol 2020 ◽  
pp. 1-16
Author(s):  
Yan-feng Li ◽  
Xing-long Sun ◽  
Long-sheng Bao
Keyword(s):  
Bending Moment ◽  
Main Beam ◽  
Shear Lag ◽  
Distribution Law ◽  
Element Analysis ◽  
Cable Stayed Bridge ◽  
Action Point ◽  
Cable Force ◽  
Beam Section ◽  
Cable Forces

A model test and finite element analysis were conducted in this study to determine the distribution law of shear lag effect in the main beam section, a box girder, during the cable-stayed bridge construction process. The experimental and theoretical results were compared in an example of loading the control section. The stress value of the cable tension area of the main beam upper edge was found to markedly change when tensiling the cable force and was accompanied by prominent shear lag effect. After a hanging basket load was applied, the main beam of certain sections showed alternating positive and negative shear lag characteristics. The shear lag distribution law in the box girder of the single-cable-plane prestressed concrete cable-stayed bridge along the longitudinal direction was determined in order to observe the stress distribution of the girder. The results show that finite element analysis of the plane bar system should be conducted at different positions in the bridge under construction; the calculated shear lag coefficient of the cable force acting at the cable end of the cantilever reflects the actual force. In the beam segments between the cable forces, the shear lag coefficient determined by the ratio of the bending moment to the axial force reflects the actual stress at the cable force action point. In the midspan beam section between the action points of cable forces, the shear lag coefficient of the bending moment reflects the actual stress. The section shear lag coefficient can be obtained by linear interpolation of the beam section between the cable action point and the middle of the span.

scholarly journals Experimental moment resistance of rectangular hollow section T joints

2018 ◽  
Vol 245 ◽  
pp. 08003
Author(s):  
Marsel Garifullin
Keyword(s):  
Bending Moment ◽  
Main Property ◽  
Deformation Curve ◽  
T Joints ◽  
Hollow Section ◽  
Labour Intensity ◽  
Single Opinion ◽  
The Difference ◽  
Ultimate Resistance

Resistance is the main property of tubular joints. The determination of the joint resistance from the experimental load-deformation curve always represents a challenging task. Currently there are two main methods to find the experimental resistance, which are called plastic and ultimate resistance. However, there is no single opinion on which one should be commonly used. Based on the experimental results, this paper directly compares the two existed approaches. The study is restricted to welded square hollow section T joints under in-plane bending moment. The paper considers only the joints with β < 0.85, i.e. when the behaviour of the joint is governed by chord face failure. The results show that plastic resistance leads to more conservative results than ultimate resistance, providing thus safer results. However, attention should be also paid to the difference between the labour intensity of the presented methods.

Estimating Cable Forces in a Large Cable-Stayed Bridge

2016 ◽  
Vol 101 ◽  
pp. 26-34
Author(s):  
Sara Casciati ◽  
Lorenzo Elia
Keyword(s):  
Numerical Model ◽  
Extreme Event ◽  
Large Dataset ◽  
Cable Stayed Bridge ◽  
Stay Cables ◽  
Complex Boundary ◽  
Cable Forces ◽  
Main Cables ◽  
Acceleration Signals ◽  
Cable Stayed Bridges

The presence of complex boundary conditions makes the estimation of cable forces in cable-stayed bridges quite difficult when using conventional model-based force identification methodologies. A large dataset of recorded acceleration signals is available for the Ting Kau Bridge (TKB) in Hong Kong. The dataset is used together with a numerical model of the bridge to reconstruct the tension forces in the main cables. A part of the data is used to calibrate the model. The remaining data are used for validation. The created numerical model permits an investigation of the tensions distribution in the stay-cables during a typhoon, based on the observed increase of some of the bridge frequencies during this extreme event.

Computation and Analysis of Buttressed Quay’s Floor

2014 ◽  
Vol 580-583 ◽  
pp. 2185-2188
Author(s):  
Qing Chen Ning ◽  
Xu Yang ◽  
Yan Shi ◽  
Lun Li
Keyword(s):  
Numerical Simulation ◽  
Vertical Plate ◽  
Vertical Direction ◽  
Bending Moment ◽  
3D Numerical Simulation ◽  
Simply Supported ◽  
Finite Element Software ◽  
Calculation Results ◽  
The Difference ◽  
Current Code

In the design and construction code for gravity quay, the inner floor of multi-ribbed buttressed quays generally is divided into two parts to calculate. The part within 1.5 times the rib spacing is as a three fixed edges and one simply-supported slab. The restriction effect of the three fixed edges is the same. However, because of the difference in thickness between vertical plate and rib with the change in the vertical direction of the flow, the effect of them is not the same. It will lead to the result deviating. Sometimes, there will be a phenomenon that the maximum bending moment of inner floor is smaller than the mid-span moment. Finite element software ANSYS was used to make a 3D numerical simulation on a buttressed quay in this paper. Shortcomings in the current code are addressed by comparing the calculation results. This can provide references for engineering design.

COMPARATIVE STUDY ON THE BENDING PROPERTIES FOR TWO TYPES OF COMPOSITE BEAMS

2019 ◽  
Vol 6 (1) ◽  
Author(s):  
Xian Liang ◽  
Shujin Duan ◽  
Runming Niu ◽  
Fang Li
Keyword(s):  
Composite Beam ◽  
Concrete Slab ◽  
Process Analysis ◽  
Bending Moment ◽  
Composite Beams ◽  
Bending Properties ◽  
Laminated Beam ◽  
Whole Process ◽  
The Difference ◽  
Negative Bending

The difference between the steel and concrete composite-laminated action beam and the double steel and concrete composite action beam is in the connection of the top concrete slab and the steel top flange. The bending properties about the composite-laminated beam and the double composite beam in the negative flexural region are investigated in this paper. The relation of the cross section bending moment-curvature for the two types of composite beams under the action of negative bending moment are drawn by the whole process analysis method, and then the corresponding cracking moment, elastic ultimate bending moment and plastic ultimate bending moment are obtained. The analysis results have a good agreement with test data. Although the sectional bending stiffness and bending-carrying capacity of the composite-laminated beam and the double composite beam are comparable in the elastic state, the crack resistance of the composite-laminated beam is much better than that of the double composite beam.

Analysis on the Impact of the Backstays Forms on the Performance of Inclined Tower Cable-Stayed Bridge

2014 ◽  
Vol 533 ◽  
pp. 127-134
Author(s):  
Bo Lei ◽  
Ying Zhao Lv ◽  
Wei Ren
Keyword(s):  
Mechanical Property ◽  
Dynamic Property ◽  
Bending Moment ◽  
Contrastive Analysis ◽  
Visual Effect ◽  
Cable Stayed Bridge ◽  
Cable Force ◽  
Static Performance ◽  
The Difference ◽  
The Impact

In order to study the differences between spaces twisted backstay inclined tower cable-stayed bridge and conventionally cable-arranged cable-stayed bridge in mechanical property, this paper, taking a single-stay inclined tower space twisted backstays cable-stayed bridge as the study project, adopting FEM by changing the form of the backstays, makes a contrastive analysis on the difference between space twisted backstays cable arrangement (TBCA) and fan-shaped backstays cable arrangement (FBCA) in such aspects as static performance, dynamic property and stability. Some conclusions are concluded: the TBCA is easy to cause such problems as uneven distributed cable force, larger girders bending moment and stress; the integral rigidity of TBCA is less than that of FBCA; in stability, these two differ little, etc. As far as the overall comparison is concerned, TBCA is basically rational from the point of stress. However, while obtaining a certain visual effect, its mechanical property decreases somewhat.

Model Test of Steel-Concrete Composite Beam Deck under Negative Moment

2021 ◽  
Vol 871 ◽  
pp. 340-348
Author(s):  
Rui Rong ◽  
Yu Hui Shan ◽  
Li Zhao ◽  
Bao Qun Wang
Keyword(s):  
Mechanical Properties ◽  
Mechanical Behavior ◽  
Model Test ◽  
Composite Beam ◽  
Bending Moment ◽  
Cable Stayed Bridge ◽  
Composite Girder ◽  
Force Transfer ◽  
Negative Moment ◽  
Negative Bending

In order to understand the mechanical properties and force transfer law of steel-concrete composite beam deck under negative bending moment, and further guide the design. Based on a steel-concrete composite girder cable-stayed bridge, the model test of the mechanical behavior of the steel-concrete composite girder deck under the action of negative moment was carried out. The characteristics of mechanical failure and mechanical properties were analyzed.

scholarly journals Design of Flying-Bird Type Cable Stayed Arch Bridge with Three-Leaf Rose Shaped CFST Arch Rib

2021 ◽  
Vol 293 ◽  
pp. 02010
Author(s):  
Weisheng Wang ◽  
Jilin Wang
Keyword(s):  
Bending Moment ◽  
Internal Force ◽  
Analysis Model ◽  
Element Analysis ◽  
Finite Element Analysis Model ◽  
Arch Bridge ◽  
Cable Structure ◽  
Stay Cables ◽  
Engineering Parameters ◽  
Negative Bending

According to the geometric figure of three-leaf rose curve, this paper puts forward a flying-bird type cable-stayed arch bridge with three-leaf rose curve shaped CFST arch rib, which has beautiful appearance and one bridge leads to three banks.The space cables are set between the three-leaf rose linear space arch ribs to resist negative bending moment, and the tie cables are set between the arch feet to resist positive bending moment. On the inclined pylon at the tail of the flying-bird type cable-stayed arch bridge, the stay-cables are arranged to balance the arch thrust, and the suspension-cables are arranged on the three leaf rose linear spatial arch ribs to hang the three fork bridge deck.The flying-bird type cable-stayed arch bridge with three-leaf rose linear CFST arch rib adopts spatial cable structure system, which has good structural stability.Combined with the actual project, the engineering parameters are designed, the Midas finite element analysis model is established, the internal force analysis and modal analysis are carried out, and the rationality of flying-bird type cable-stayed arch bridge with three-leaf rose linear CFST arch rib is verified.

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