CN103343510B - Method preventing cable-stayed bridge from colliding under the action of earthquake - Google Patents
Method preventing cable-stayed bridge from colliding under the action of earthquake Download PDFInfo
- Publication number
- CN103343510B CN103343510B CN201310300701.2A CN201310300701A CN103343510B CN 103343510 B CN103343510 B CN 103343510B CN 201310300701 A CN201310300701 A CN 201310300701A CN 103343510 B CN103343510 B CN 103343510B
- Authority
- CN
- China
- Prior art keywords
- stayed bridge
- cable
- bridge
- cable stayed
- seismic
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a method preventing a cable-stayed bridge from colliding under the action of an earthquake. The method combines the collision of the cable-stayed bridge under the action of the earthquake and system selection of the cable-stayed bridge together, and changes passive anti-collision in the prior art into active anti-collision. Seismic-resisting researches of the cable-stayed bridge in the prior art is normally based on the basis that the system of the cable-stayed bridge and the overall structure dimension of the cable-stayed bridge are determined, seismic-resisting checking calculation is conducted on the cable-stayed bridge, and the seismic-resisting researches of the cable-stayed bridge in the prior art belongs to passive seismic-resisting design afterwards. According to the method preventing the cable-stayed bridge from colliding under the action of the earthquake, the conception of seismic-resisting design is introduced at the preliminary design step of the cable-stayed bridge and even the conception design step, seismic-resisting design runs through the whole process, the conception of the seismic-resisting design provides guidance for the system selection of the cable-stayed bridge, the system combination of the cable-stayed bridge and an approach bridge, seismic-resisting measures of the cable-stayed bridge and the measures preventing primary holes and auxiliary holes from colliding during the whole process. The method preventing the cable-stayed bridge from colliding under the action of the earthquake improves the seismic-resisting performance of the cable-stayed bridge comprehensively, and is an active seismic-resisting and collision-resisting method.
Description
Technical field
The present invention relates to the design of cable stayed bridge of highway, railway, urban road, be cable stayed bridge under geological process, prevent the integrated approach that cable stayed bridge collides.
Background technology
Although experts and scholars have carried out large quantifier elimination to the anti-seismic problem of cable stayed bridge, the current research about cable stayed bridge antidetonation has been research object mainly with independent cable stayed bridge, less about the research of collision problem between cable stayed bridge and access bridge.Because cable stayed bridge differs larger with its access bridge dynamic characteristics, under longitudinal geological process, there is the possibility causing out-of-phase vibrations, and then cause the collision of main bridge and access bridge shrinkage joint place adjacent beams body and larger beam body relative displacement, finally cause shrinkage joint to be destroyed and the beam that falls.As Japanese Osaka-Kobe earthquake makes port, western palace Bridge destroy and then cause falling beam, Wenchuan earthquake causes reservoir Zhipingpu Bridge and to fall beam.Past is not deep enough to this phenomenal research, and existing earthquake resistant design code does not have clear stipulaties to this yet.
Summary of the invention
The inventive method is selected to combine with the system of cable stayed bridge preventing cable stayed bridge from colliding under geological process, and the passive anticollision becoming prior art is active anti-corrosion.Prior art is to the earthquake research of cable stayed bridge, on the basis generally substantially determined based on system and the general structure size of cable stayed bridge, seismic resistance calculation is carried out to the structure of cable stayed bridge, belong to passive seismic design afterwards, technical problem to be solved by this invention is the defect making up above-mentioned prior art, cable stayed bridge preliminary design even conceptual phase just get involved the theory of seismic design, overall process runs through seismic design, the system of cable stayed bridge is selected and and the system combinations of access bridge, cable stayed bridge glissando and the measure preventing major-minor hole from colliding, overall process provides guidance, the anti-seismic performance of General Promotion cable stayed bridge, belong to a kind of initiatively antidetonation, the method of anticollision.Technical problem of the present invention solves by the following technical programs.
Method of the present invention comprises the following steps:
Step 1) input cable stayed bridge and the general arrangement of secondary orifices bridge and ground motion parameter, the earthquake acceleration time-histories wave datum in place;
Step 2) longitudinal sliding motion friction support is set between Cable stayed Bridge Main Tower and girder, optimize the damping effect of the friction factor of sliding bearing;
Step 3) longitudinal viscous damper is set between Cable stayed Bridge Main Tower and girder, optimize the damped coefficient C of longitudinal viscous damper, the damping effect of damping exponent;
Step 4) between Cable stayed Bridge Main Tower and girder, elastic connecting device is set, optimize the damping effect of the stiffness factor K of elastic connecting device;
Step 5) optimum results of Integrated comparative step 2-4, determine the damping device of suitable stayed-cable bridge structure system;
Step 6) study different system cable-stayed bridge system and combine from different system access bridge, the collision impact between cable stayed bridge and access bridge;
Step 7) according to step 6 than selection condition, determine the combined system of cable stayed bridge and secondary orifices bridge;
Step 8) than the measure preventing colliding selecting cable stayed bridge and access bridge;
Step 9) export analysis result.
Accompanying drawing explanation
Fig. 1 is the block diagram of the inventive method;
Fig. 2 is Cable stayed Bridge Main Tower lateral view;
Fig. 3 is the cross section view of Fig. 2 along A-A direction;
Fig. 4 is top view at the bottom of cable-stayed bridge main-beam.
1 cable-stayed bridge main-beam, 2 Cable stayed Bridge Main Towers, 3 king-tower lower transverse beams, 4 girder bearings, 5 piers are fended off block, 6 dampers or elastic connecting device, block at the bottom of 7 girders.
Detailed description of the invention
Contrast accompanying drawing the present invention is further illustrated in conjunction with concrete embodiment below:
Prevent a method of colliding between the main bridge of cable stayed bridge designed for certain grand bridge and secondary orifices, comprise the following steps:
Step 1) input cable stayed bridge and the general arrangement of secondary orifices and ground motion parameter, the earthquake acceleration time-histories wave datum in place;
Step 1-1) input the general arrangement information of cable stayed bridge and secondary orifices: the aperture of cable stayed bridge, the structural system of cable stayed bridge, the form of structure of girder and the optimal crosssection of girder and physical dimension, the form of structure of king-tower and the physical dimension of king-tower, the information of suspension cable;
Described cable stayed bridge is a kind of deck system pressurized, the bridge of supporting system tension.Its deck system stiff girder is formed, and its supporting system is made up of cable wire.The bridge that cable stayed bridge is made up of beam, tower, rope three basic structures, beam, tower are main supporting members, by suspension cable composition overall structure;
The structural system of described cable stayed bridge: the combination of pressing beam, tower, Suo Sanzhe, four kinds of different structural systems can be formed: (1) float system---tower pier is affixed, tower beam is separated, girder is except there is supporting at two ends, all the other with drag-line suspention, are all the flexibly mounted single beam of multispan (2) supporting systems---tower pier is affixed, tower beam is separated.Girder arranges vertical support on tower pier, becomes and has the flexibly mounted three-span continuous beam of multiple spot or semi girder.(3) the affixed system of tower beam---king-tower and girder consolidation are also bearing on pier.(4) firm structure system---beam and tower pier consolidation each other, formed in span and have the flexibly mounted firm structure of multiple spot;
Step 1-2) input ground motion parameter, the earthquake acceleration time-histories wave datum in place;
According to the conclusion of bridge on-site " engineering ground seismic safety evaluation ", obtain ground motion parameter, the earthquake acceleration time course data in place;
The ground motion parameter in described place comprises characteristic of correspondence cycle, the earthquake ground motion acceleration peak A max of each fortification;
Step 2) longitudinal sliding motion friction support is set between Cable stayed Bridge Main Tower and girder, optimize the damping effect of the friction factor of sliding bearing:
Step 2-1): set up cable stayed bridge computational analysis model, the ground motion parameter in input place, arranges the connected mode of fixing hinged bearing between king-tower and girder, analyzes the moment of flexure in each crucial cross section of king-tower, shearing and tower top displacement, beam end displacement.
Step 2-2): set up cable stayed bridge computational analysis model, the ground motion parameter in input place, at king-tower and girder, longitudinal sliding motion bearing is set, change the friction factor of king-tower bearing, namely get respectively coefficientoffrictionμ=2%, 4%, 6%, under the different situations such as 8%, analyze the moment of flexure in each crucial cross section of king-tower, shearing and tower top displacement, beam end displacement, carry out the friction factor Optimization analyses of vertical bridge to friction support;
Step 2-3) according to step 2-1) and step 2-2) analysis result, the result of calculation of drawing in the graph of a relation of each investigation target (king-tower root bending moment, shearing, upper king-post strut root bending moment, shearing, tower top displacement, beam end displacement) and bearing friction factor and fixing hinged bearing situation contrasts to be schemed.By investigating the correlation diagram of each target and bearing friction factor, optimizing the damping effect of the friction factor of sliding bearing, finally selecting suitable bearing friction factor;
Described bearing is be the important feature parts connecting bridge superstructure and substructure.The counter-force of bridge superstructure and distortion (displacement and corner) can be passed to bridge substructure by reliably, thus the actual loading situation of structure is consistent with the theory of calculating is graphic;
Step 3) longitudinal viscous damper is set between Cable stayed Bridge Main Tower and girder, optimize the damped coefficient C of longitudinal viscous damper, the damping effect of damping exponent;
Step 3-1): set up cable stayed bridge computational analysis model, input longitudinally and vertical seismic wave, arranges longitudinal sliding motion bearing at king-tower and girder, coefficientoffrictionμ=2%, the moment of flexure in the analysis each crucial cross section of king-tower, shearing and tower top displacement, beam end displacement;
Step 3-2): adopt step 3-1) middle computation model, on the basis of half float system, a vertical bridge is set up to damper at each tower Liang Chu, first suppose damper damping exponent=0.3, optimize the damped coefficient C of longitudinal viscous damper, get damped coefficient C=8000,10000,12000,14000,16000 respectively, to consider longitudinally and vertical seismic input wave carries out the moment of flexure in each crucial cross section of king-tower, shearing and tower top displacement calculating;
Step 3-3) according to step 3-1 and step 3-2 result of calculation, draw the graph of a relation of the moment of flexure in crucial cross section, shearing and tower top displacement and damped coefficient C and contrast figure with the internal force of respective cross-section when not establishing damper, carrying out the Optimization analyses of the damped coefficient C of longitudinal viscous damper;
Described viscous damper: according to fluid motion, particularly when fluid is made by the principle that can produce viscosity resistance during throttle orifice is a kind of and rigidity, velocity-dependent damper;
Relation between the damping force of damper and relative velocity can be expressed as: F=CV
x
Wherein F is damping force, and C is damped coefficient, and x is damping exponent;
Step 3-4) in step 3-3) analysis result on, optimize the damping exponent of longitudinal viscous damper, after the damped coefficient C value that step 3-3 determines, damping exponent=0.1,0.2,0.3,0.4,0.5, considers longitudinally and vertical seismic input wave carries out the moment of flexure in each crucial cross section of king-tower, shearing and tower top displacement calculating;
Step 3-5) according to step 3-1 and step 3-4 result of calculation, when drawing the graph of a relation of the moment of flexure in crucial cross section, shearing and tower top displacement and damping exponent and do not establish damper, the internal force of respective cross-section contrasts figure, carry out the Optimization analyses of the damping exponent of longitudinal viscous damper, select suitable damping exponent.
Step 4) between Cable stayed Bridge Main Tower and girder, elastic connecting device is set, optimize the damping effect of the stiffness factor K of elastic connecting device;
Step 4-1): set up cable stayed bridge computational analysis model, input longitudinally and vertical seismic wave, arranges longitudinal sliding motion bearing at king-tower and girder, coefficientoffrictionμ=2%, the moment of flexure in the analysis each crucial cross section of king-tower, shearing and tower top displacement, beam end displacement;
Step 4-2): adopt step 4-1) set up computational analysis model, input longitudinally and vertical seismic wave, arranges longitudinal fixed-hinged support at king-tower and girder, the moment of flexure in the analysis each crucial cross section of king-tower, shearing and tower top displacement, beam end displacement;
Step 4-3): adopt step 4-1) set up computational analysis model, the seismic wave that input is longitudinal and vertical, the elastic connecting device of certain rigidity is set between king-tower and girder, get stiffness K=5000 of linkage, 10000,15000 etc. respectively, analyze the moment of flexure in each crucial cross section of king-tower, shearing and tower top displacement, beam end displacement;
Step 4-4): according to step 4-1-step 4-3 result of calculation, draw the moment of flexure in crucial cross section, shearing and tower top displacement and contrast figure with the graph of a relation of the stiffness K of linkage with the internal force of pin-jointed system cable stayed bridge and floating cable-stayed bridge respective cross-section, carry out the Optimization analyses of longitudinal elasticity coupling stiffness between tower beam.
The restoring force of described elastic connecting device is the linear function of relative displacement between tower beam, is the half-way house that half floating system and tower beam fix hinged bearing system, attempts to coordinate between the displacement and internal force of bridge.
Step 5) optimum results of Integrated comparative step 2-4, determine the damping device of suitable stayed-cable bridge structure system;
According to the optimum results of step 2-4, compare the damping performance of sliding bearing, longitudinal viscous damper, elastic connecting device three, select the damping device being applicable to this project;
Step 6) study different system cable-stayed bridge system and different system access bridge, the collision impact between cable stayed bridge and access bridge;
Step 6-1) study floating cable-stayed bridge and continuous beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
Investigate collision to the impact of access bridge fixed abutment shearing and moment of flexure, the size of colliding impact force between moment of flexure on the crucial cross section of main bridge king-tower, the impact of shearing, tower top displacement, shrinkage joint;
Step 6-2) study floating cable-stayed bridge and simply supported beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
Investigate collision to the impact of access bridge fixed abutment shearing and moment of flexure, the size of colliding impact force between moment of flexure on the crucial cross section of main bridge king-tower, the impact of shearing, tower top displacement, shrinkage joint;
Step 6-3) study pin-jointed system cable stayed bridge and continuous beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
Investigate collision to the impact of access bridge fixed abutment shearing and moment of flexure, the size of colliding impact force between moment of flexure on the crucial cross section of main bridge king-tower, the impact of shearing, tower top displacement, shrinkage joint;
Step 6-4) study pin-jointed system cable stayed bridge and simply supported beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
Investigate collision to the impact of access bridge fixed abutment shearing and moment of flexure, the size of colliding impact force between moment of flexure on the crucial cross section of main bridge king-tower, the impact of shearing, tower top displacement, shrinkage joint;
Floating cable-stayed bridge: float system is a kind of basic structure system (all the other four kinds are respectively: half float system, supporting system, tower beam consolidation system and firm structure system) in Design of Cable-Stayed Bridge.The feature of float system is: tower, pier consolidation, and Liang Ta place does not establish bearing, and often establishes vertical drag-line, and abutment pier only establishes longitudinal sliding motion bearing, and suspension cable is arranged to Radiation or fan-shaped in vertical plane, and can not be harp-shaped;
Simply supported beam: be supported on the beam bridge of the beam on a freely movable bearing and a hinged-support as major bearing structures respectively by two ends.Belong to statically determinate structrue.Its simple structure, erection is convenient, and structural internal force is not subject to foundation deformation, the impact of temperature change;
Continuous beam: two across or two across above continuous print beam bridge, belong to statically indeterminate system.Continuous beam is under permanent live loading, and the fulcrum hogging moment of generation has the effect of unloading to positive moment of span central point, makes internal force status relatively evenly rationally, thus deck-molding can reduce, can under-clearance be increased thus, save material, and rigidity be large, good integrity, overload capacity is large, and degree of safety is large, and deck expansion joint is few, and reduce because of the moment of flexure of spaning middle section, spanning can be increased;
Step 7) according to step 6 than selection condition, determine the combined system of cable stayed bridge and secondary orifices bridge;
Step 8) than the measure preventing colliding selecting cable stayed bridge and access bridge;
Step 8-1) according to the conclusion drawn of step 5 and step 7, determine the system combinations of tower beam joint device and cable stayed bridge and secondary orifices, set up the computation model of cable stayed bridge, do not consider arranging the measure preventing cable stayed bridge and access bridge from colliding, calculate the impact force between the moment of flexure in the crucial cross section of king-tower, foundation, tower top displacement, shrinkage joint and displacement.
Step 8-2) on the basis of the computation model of step 8-1, tension coupling beam device is installed between shrinkage joint place adjacent beams body, and investigate the initial separation of coupling beam device and the stiffness variation of coupling beam device to the effect preventing from colliding;
Described coupling beam device is a kind of linkage with certain rigidity installed between cable stayed bridge and access bridge girder;
Step 8-3) analyze the anticollision effect of installing rubber cushion blocks between shrinkage joint place adjacent beams body;
On the basis of the computation model of step 8-1, between shrinkage joint place adjacent beams body, rubber cushion blocks is installed, calculates moment of flexure, shearing, the moment of flexure of access bridge bridge pier, the shearing in the impact force at shrinkage joint place, the crucial cross section of king-tower.By comparing the reduction degree of installing These parameters after rubber cushion blocks, investigate the effect that rubber cushion blocks prevents from colliding;
Step 8-4) analyze the anticollision effect that tension stopping means is set between shrinkage joint place transition pier and access bridge girder;
Described tension coupling beam device is arranged between access bridge girder and transition pier bridge pier.Described transition pier refers to cable stayed bridge and access bridge all at the bridge pier of upper supporting;
Step 8-5) conclusion that combining step 8-1 to step 8-4 draws, determine the anticollision measure of suitable cable stayed bridge and secondary orifices;
Step 9) export analysis result;
Ratio according to above step selects result, output item object total result, totally prevents the overall information collided from comprising following content: the structural system of the recommendation of cable stayed bridge, the structural system of access bridge, linkage type between girder and king-tower, prevent the measure of colliding.
Claims (1)
1. the method preventing cable stayed bridge from colliding under geological process, is characterized in that, the method comprises the steps: step 1) input cable stayed bridge and the general arrangement of secondary orifices bridge and ground motion parameter, the earthquake acceleration time-histories wave datum in place;
Step 2) longitudinal sliding motion friction support is set between Cable stayed Bridge Main Tower and girder, optimize the damping effect of the friction factor of sliding bearing;
Step 3) longitudinal viscous damper is set between Cable stayed Bridge Main Tower and girder, optimize the damped coefficient C of longitudinal viscous damper, the damping effect of damping exponent;
Step 4) between Cable stayed Bridge Main Tower and girder, elastic connecting device is set, optimize the damping effect of the stiffness factor K of elastic connecting device;
Step 5) optimum results of Integrated comparative step 2-4, determine the damping device of suitable stayed-cable bridge structure system;
Step 6) study different system cable-stayed bridge system and combine from different system access bridge, the collision impact between cable stayed bridge and access bridge, specifically;
6-1) study floating cable-stayed bridge and continuous beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
6-2) study floating cable-stayed bridge and simply supported beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
6-3) study pin-jointed system cable stayed bridge and continuous beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
6-4) study pin-jointed system cable stayed bridge and simply supported beam secondary orifices when combining, the size of colliding between cable stayed bridge and secondary orifices;
Step 7) according to step 6 than selection condition, determine the combined system of cable stayed bridge and secondary orifices bridge;
Step 8) than the measure preventing colliding selecting cable stayed bridge and access bridge;
Step 9) export analysis result.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310300701.2A CN103343510B (en) | 2013-07-09 | 2013-07-09 | Method preventing cable-stayed bridge from colliding under the action of earthquake |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310300701.2A CN103343510B (en) | 2013-07-09 | 2013-07-09 | Method preventing cable-stayed bridge from colliding under the action of earthquake |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103343510A CN103343510A (en) | 2013-10-09 |
| CN103343510B true CN103343510B (en) | 2015-06-10 |
Family
ID=49278335
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310300701.2A Expired - Fee Related CN103343510B (en) | 2013-07-09 | 2013-07-09 | Method preventing cable-stayed bridge from colliding under the action of earthquake |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103343510B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741587A (en) * | 2013-12-25 | 2014-04-23 | 中铁大桥勘测设计院集团有限公司 | Method for elastically restraining main beam displacement of ultrahigh-span cable-stayed bridge |
| CN112695637B (en) * | 2020-12-24 | 2022-11-29 | 云南交投公路建设第二工程有限公司 | Tower beam temporary consolidation supporting structure easy to unload quickly and manufacturing and construction process |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06341110A (en) * | 1993-06-02 | 1994-12-13 | Hiroyuki Mizukami | Skeleton structure type bridge and method of installation construction thereof |
| JP2003150043A (en) * | 2001-11-09 | 2003-05-21 | East Japan Railway Co | Earthquake resistant design arithmetic unit for structure, and earthquake resistant design method for structure |
| JP2005207521A (en) * | 2004-01-23 | 2005-08-04 | Ishikawajima Harima Heavy Ind Co Ltd | Vibration suppression device |
| CN101424071B (en) * | 2008-12-03 | 2010-08-11 | 中交公路规划设计院有限公司 | Supporting system of long span stayed-cable bridge |
-
2013
- 2013-07-09 CN CN201310300701.2A patent/CN103343510B/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN103343510A (en) | 2013-10-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Madrazo-Aguirre et al. | Dynamic behaviour of steel–concrete composite under-deck cable-stayed bridges under the action of moving loads | |
| Chen et al. | Steady state and stability of a beam on a damped tensionless foundation under a moving load | |
| Yang et al. | Numerical analysis of a train-bridge system subjected to earthquake and running safety evaluation of moving train | |
| Kim et al. | Seismic behavior of steel monorail bridges under train load during strong earthquakes | |
| Muller | The bi-stayed bridge concept: Overview of wind engineering problems | |
| CN103343510B (en) | Method preventing cable-stayed bridge from colliding under the action of earthquake | |
| Zeng et al. | Dynamic characteristics of a double-pylon cable-stayed bridge with steel truss girder and single-cable plane | |
| Cantero et al. | Maximum dynamic stress on bridges traversed by moving loads | |
| CN103422422A (en) | Multi-pylon cable-stayed bridge supporting system with function of inhibiting longitudinal seismic response and working method | |
| Pradelok et al. | Numerical determination of dynamic response of the structure on the example of arch bridge | |
| Ostrycharczyk et al. | Network arch timber bridges with light timber decks and spoked configuration of hangers–Parametric study | |
| Salamak et al. | Analysis of the results from the load testing of steel through arch bridges | |
| Kalajahi et al. | Dynamic analysis of a coupled high-speed train and bridge system subjected to sea wave hydrodynamic load | |
| Naser | Dynamic analytical modeling of horizontal outline turn of t-girder simply supported bridge | |
| Abdel Raheem et al. | Parametric study on nonlinear static analysis of cable stayed bridges | |
| Jaaz et al. | Influence of constructing transverse concrete diaphragms in different distances on the dynamic and static behavior of prestressed concrete T-beam bridge structure | |
| Deng et al. | Effects of pounding at expansion joints on seismic responses of long-span deep-water bridge with multiple approach spans | |
| Zeng et al. | Investigation on Seismic Response of Long-Span Special Steel Truss Cable-Stayed Bridge | |
| Sasidharan et al. | Finite element analysis and parametric study of curved concrete box girder using Abaqus software | |
| Kottalil et al. | Study on Cable Stayed Bridge using CSiBridge Software | |
| Niyitegeka | Influence of Cable Layout on the Seismic Response of Cable-Stayed Bridges | |
| Aswal et al. | Dynamic response of a multi-span suspension bridge subjected to highway vehicle loading | |
| Thomas Blesson et al. | Parametric study of shapes of pylon for cable-stayed bridge | |
| Ge | Challenge and Development of Long Span Arch Bridges in Statics, Dynamics and Aerodynamics | |
| Giske | Optimizing pontoon spacing for floating bridge over Bjørnafjorden. |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150610 Termination date: 20190709 |