CN110175389A - A kind of cable-stayed bridge master, end bay dead load configuration method - Google Patents
A kind of cable-stayed bridge master, end bay dead load configuration method Download PDFInfo
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- CN110175389A CN110175389A CN201910425311.5A CN201910425311A CN110175389A CN 110175389 A CN110175389 A CN 110175389A CN 201910425311 A CN201910425311 A CN 201910425311A CN 110175389 A CN110175389 A CN 110175389A
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- end bay
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Abstract
The invention discloses a kind of cable-stayed bridge masters, end bay dead load configuration method, it is related to civil engineering plant technical field, including a phase dead load and secondary dead load in spanning, the master, the configuration of end bay dead load refer to that adjustment master, end bay dead load reach reasonable ratio, the deformation of cable-stayed bridge and stress is set to reach ideal state, including the following steps: (1), set drag-line design parameter girder and Sarasota on；(2), dead load configuration modifications coefficient k, proportionality coefficient C are calculated by Liangping, the straight principle of tower；(3), the dead load line specific gravity ratio q of end bay and main span is calculated2/q1；(4), q is carried out2/q1Judge with C value relationship, the configuration of adjustment master, end bay dead load.The present invention is based on the algorithms of Sarasota bottom drag-line power moment of flexure product zero in structural mechanics, propose the method that a kind of couple of cable-stayed bridge master, end bay dead load carry out accurate quantitative analysis configuration in proportion, have pushed the Accurate Design and standardized designs of cable-stayed bridge.
Description
Technical field:
The present invention relates to civil engineering plant technical fields, and in particular to a kind of cable-stayed bridge master, end bay dead load configuration method.
Background technique:
Currently, cable-stayed bridge is in the trend of accelerated development, especially at home, more and more cable-stayed bridges are applied to China
Main artery engineering over strait, across river and urban transportation construction project；But overall to see, across footpath development trend is more obvious, but existing
Have in technology, the development of support technology but relatively lags behind, there is a problem of proving cable-stayed bridge main-beam design rationality it is insufficient,
Particular problem shows that the internal relation between each parameter of Bridge Design is not clear enough, clear, for main beam design often with full
Sufficient main span is insufficient across paying attention to end bay main beam design based on requiring, and causes end bay to be shown in design greatly passive
Property, counterweight, auxiliary pier setting whether and auxiliary pier setting quantity often finally determined by Structure Calculation, lead to
It crosses its structure stress of bridge completion state that the Structure Calculation is formed reluctantly and working performance is undesirable, cause people to cable-stayed bridge
Worry.
Summary of the invention:
For the problems of the prior art, the purpose of the present invention is to provide a kind of cable-stayed bridge masters, end bay dead load configuration side
It is not clear enough, clear to the internal relation between each parameter of Bridge Design to solve traditional cable-stayed bridge for method, and brings bridge completion state
Structure stress and the undesirable problem of working performance.
The following technical solution is employed for the technical problems to be solved by the invention to realize: a kind of cable-stayed bridge master, end bay are permanent
Configuration method is carried, including the following steps:
(1), design parameter of the setting drag-line on girder and Sarasota；
(2), dead load configuration modifications coefficient k, proportionality coefficient C are calculated by Liangping, the straight principle of tower；
(3), the dead load line specific gravity ratio q of end bay and main span is calculated2/q1；
(4), q is carried out2/q1Judge with C value relationship, the configuration of adjustment master, end bay dead load；
Further, in the step (1), set design parameter of the drag-line on girder and Sarasota include drag-line number of plies n,
Main span Cable is away from b on girder1, end bay Cable is away from b2, on Sarasota the vertical rope of drag-line away from anchoring eccentricity on h, main span guyed tower
x1, eccentricity x is anchored on end bay guyed tower2, same layer main span drag-line and end bay anchor-hold height difference y on Sarasota.
Further, in the step (2), Liangping, the straight principle of tower refer to that cable-stayed bridge main, end bay under bridge completion state is segmented
Dead load is undertaken by this section of upper drag-line being arranged respectively；Sarasota top is 0 to being displaced along bridge, but be may be present between Sarasota top, bottom certain
Along bridge Xiang Weiyi.
Further, in the step (2), dead load configuration modifications coefficient k is calculated according to the following formula:
Further, in the step (2), dead load allocation ratio coefficient C is calculated according to the following formula:
C=k × (b1/b2)2。
Further, in the step (4), q is carried out2/q1Judge with C value relationship, the configuration of adjustment master, end bay dead load are pressed
Following rule carries out:
(1), work as q2/q1When > C, reduce end bay main beam section size, counterweight or bridge deck to q2/q1=C；
(2), work as q2/q1When < C, end bay main beam section size, counterweight or bridge deck are increased to q2/q1=C.
Beneficial effects of the present invention are as follows:
The present invention is based on the algorithms of Sarasota bottom drag-line power moment of flexure product zero in structural mechanics, propose a kind of cable-stayed bridge master, side
Across dead load configuration method proposes cable-stayed bridge master, end bay dead load configuration modifications coefficient, the accurate calculation formula of proportionality coefficient, makes bridge
It designs internal relation between each parameter definitely, clearly, improves engineering construction to the controlled level of Cable-Stayed Bridge Structure state.
Detailed description of the invention:
Fig. 1 is the structural schematic diagram of cable-stayed bridge bridge completion state of the present invention；
Fig. 2 is the structural schematic diagram of Cable-stayed Bridge Pylon anchor cable of the present invention；
Fig. 3 is the structural schematic diagram in Cable-stayed Bridge Pylon cross section of the present invention；
Fig. 4 is the structural schematic diagram of Cable-stayed Bridge Pylon side elevation of the present invention；
In figure: 1, main span, 2, end bay, 3, main span drag-line, 4, end bay drag-line, 5, girder, 6, Sarasota.
Specific embodiment:
In order to be easy to understand the technical means, the creative features, the aims and the efficiencies achieved by the present invention, tie below
Conjunction is specifically illustrating, and the present invention is further explained.
It should be noted that when element is by referred to as " being fixed on " another element, it can be on another element or
Person is also possible to that there are elements placed in the middle.When an element is considered as " connection " another element, it, which can be, is directly connected to
To another element or it may be simultaneously present centering elements.Term as used herein " vertically ", " horizontal ", " left side "
" right side " and similar expression for illustrative purposes only, are not meant to be the only embodiment.
Please refer to Fig. 1-4, a kind of cable-stayed bridge master, end bay dead load configuration method, the master, end bay dead load q1、q2For in spanning
A phase dead load and secondary dead load on unit weight, including spanning, the master, the configuration of end bay dead load refer to adjustment master, end bay
Dead load reaches reasonable ratio, and the deformation of cable-stayed bridge and stress is made to reach ideal state, including the following steps:
1), design parameter of the setting main span drag-line 3 on girder 5 and Sarasota 6 sets end bay drag-line 4 in girder 5 and Sarasota
Design parameter on 6,
2) dead load configuration modifications coefficient k, proportionality coefficient C, are calculated by Liangping, the straight principle of tower；
3) the dead load line specific gravity ratio q of end bay 2 and main span 1, is calculated2/q1；
4) q, is carried out2/q1Judge with C value relationship, adjusts the configuration of main span 1 and 2 dead load of end bay；
In step 1, setting the design parameter of main span drag-line 3 and end bay drag-line 4 on girder 5 and Sarasota 6 includes drag-line layer
1 Cable of main span is away from b on number n, girder 51, 2 Cable of end bay is away from b2, on Sarasota 6 the vertical rope of drag-line away from anchor on h, main span guyed tower
Gu eccentricity x1, eccentricity x is anchored on end bay guyed tower2, same layer main span drag-line 3 and end bay drag-line 4 anchor height difference y on Sarasota 6.
In step 2, Liangping, the straight principle of tower refer to cable-stayed bridge main span 1 and end bay 2 under bridge completion state be segmented dead load respectively by
This section of upper drag-line being arranged undertakes；It is 0 that Sarasota 6, which pushes up suitable bridge to being displaced, but certain suitable bridge may be present between 6 top and bottom of Sarasota to position
It moves.
In step 2, dead load configuration modifications coefficient k is calculated according to the following formula:
In step 2, dead load allocation ratio coefficient C is calculated according to the following formula:
C=k × (b1/b2)2
In step 4, q is carried out2/q1With C value relationship judge, adjustment main span 1,2 dead load of end bay configuration by it is following rule into
Row:
1), work as q2/q1When > C, reduce 2 main beam section size of end bay, counterweight or bridge deck etc., until q2/q1=C；
2), work as q2/q1When < C, 2 main beam section size of end bay, counterweight or bridge deck etc. are increased, until q2/q1=C.
Specifically, carrying out the content of present invention further elucidated above below by embodiment.
Embodiment 1
Referring to Fig. 1, single pylon cable stayed bridge by 165m main span 1,2,11 layers of main span drag-line 3 of 85m end bay and end bay drag-line 4 and
Sarasota 6 forms.3 rope of main span drag-line is away from b on girder 51=12m, 4 rope of end bay drag-line is away from b2=6m, the vertical rope of drag-line is away from h on Sarasota 6
=5.5m.Including a phase dead load and secondary dead load, Preliminary design main span dead load q1=15.144kN/m, end bay dead load q2=
31.657kN/m。
Referring to fig. 2, Fig. 3 and Fig. 4 anchors eccentricity x on Sarasota 6 on 3 tower of main span drag-line1=2.25m, end bay drag-line 4
Eccentricity x is anchored on tower2=2m, same layer main span drag-line 3 and end bay drag-line 4 anchor height difference y=3.208m on Sarasota 6.
Referring to Fig. 1, Fig. 2, Fig. 3 and Fig. 4, cable-stayed bridge master, end bay dead load configuration modifications coefficient k are by proposed by the present invention following
Formula calculates:
It is practical to calculate k=0.9057.In formula, drag-line quantity n=11.
Thus further, cable-stayed bridge master, end bay dead load allocation ratio coefficient C are based on following equation proposed by the present invention
It calculates:
C=k × (b1/b2)2
It is practical to calculate C=3.6228.
The dead load line specific gravity ratio q of end bay 2 and main span 1 is calculated by Preliminary design referring to Fig. 12/q1=2.094.
Referring to Fig. 1, q is judged2/q1< C.Design increases 2 counterweight of end bay of 23.207kN/m, makes 2 dead load q of end bay2Reach
31.657kN/m meeting q2/q1The requirement of=c.
Referring to Fig. 1, overall calculated result shows that cable-stayed bridge master, end bay dead load pass through with postponing, and outside is adjusted in work progress
Full line is less, configuration state fluctuation is small, at bridge stage and service stage structure are linearly smooth, section stress value is low and distribution is equal
It is even.
The above shows and describes the basic principles and main features of the present invention and the advantages of the present invention.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent thereof.
Claims (6)
1. a kind of cable-stayed bridge master, end bay dead load configuration method, which is characterized in that including the following steps:
(1), design parameter of setting main span drag-line (3) on girder (5) and Sarasota (6) sets end bay drag-line (4) in girder
(5) and the design parameter on Sarasota (6)；
(2), dead load configuration modifications coefficient k, proportionality coefficient C are calculated by Liangping, the straight principle of tower；
(3), the dead load line specific gravity ratio q of end bay (2) and main span (1) is calculated2/q1；
(4), q is carried out2/q1Judge with C value relationship, adjusts the configuration of main span (1) and end bay (2) dead load.
2. a kind of cable-stayed bridge master according to claim 1, end bay dead load configuration method, which is characterized in that the step (1)
In, setting the design parameter of main span drag-line (3) and end bay drag-line (4) on girder (5) and Sarasota (6) includes drag-line number of plies n, master
Main span (1) Cable is away from b on beam (5)1, end bay (2) Cable is away from b2, on Sarasota (6) the vertical rope of drag-line away from h, main span guyed tower
Anchor eccentricity X1, eccentricity X is anchored on end bay guyed tower2, same layer main span drag-line (3) and end bay drag-line (4) anchor on Sarasota (6)
Gu height difference y.
3. a kind of cable-stayed bridge master according to claim 1, end bay dead load configuration method, which is characterized in that the step (2)
In, Liangping, the straight principle of tower refer to that cable-stayed bridge main span (1) and end bay (2) under bridge completion state are segmented dead load respectively by the Duan Shangshe
The drag-line set undertakes；It is 0 that Sarasota (6), which pushes up suitable bridge to being displaced, but be may be present between Sarasota (6) top and bottom certain along bridge Xiang Weiyi.
4. a kind of cable-stayed bridge master according to claim 1, end bay dead load configuration method, which is characterized in that the step (2)
In, dead load configuration modifications coefficient k is calculated according to the following formula:
5. a kind of cable-stayed bridge master according to claim 1, end bay dead load configuration method, which is characterized in that the step (2)
In, dead load allocation ratio coefficient C is calculated according to the following formula:
C=k × (b1/b2)2。
6. a kind of cable-stayed bridge master according to claim 1, end bay dead load configuration method, which is characterized in that the step (4)
In, carry out q2/q1Judge with C value relationship, adjustment main span (1), the configuration of end bay (2) dead load are carried out by following rule:
(1), work as q2/q1When > C, reduce end bay (2) main beam section size, counterweight or bridge deck to q2/q1=C；
(2), work as q2/q1When < C, 2 main beam section size of end bay, counterweight or bridge deck are increased to q2/q1=C.
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| CN201910425311.5A CN110175389B (en) | 2019-05-21 | 2019-05-21 | Main span and side span constant load configuration method for cable-stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910425311.5A CN110175389B (en) | 2019-05-21 | 2019-05-21 | Main span and side span constant load configuration method for cable-stayed bridge |
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| CN110175389A true CN110175389A (en) | 2019-08-27 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111636310A (en) * | 2020-06-22 | 2020-09-08 | 中铁二十三局集团第三工程有限公司 | Construction method for weight-bearing concrete of asymmetric cable-stayed bridge |
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| US20120216357A1 (en) * | 2009-11-06 | 2012-08-30 | Dong-A University Research Foundation For Industry-Academy Cooperation | Constructing method of cable-stayed bridge and temporary cable therefor |
| CN103898834A (en) * | 2014-04-24 | 2014-07-02 | 四川省交通运输厅公路规划勘察设计研究院 | Concrete-filled steel tube composite beam and trussed cable tower cable-stayed bridge and construction method thereof |
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- 2019-05-21 CN CN201910425311.5A patent/CN110175389B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20120216357A1 (en) * | 2009-11-06 | 2012-08-30 | Dong-A University Research Foundation For Industry-Academy Cooperation | Constructing method of cable-stayed bridge and temporary cable therefor |
| CN103898834A (en) * | 2014-04-24 | 2014-07-02 | 四川省交通运输厅公路规划勘察设计研究院 | Concrete-filled steel tube composite beam and trussed cable tower cable-stayed bridge and construction method thereof |
Non-Patent Citations (1)
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111636310A (en) * | 2020-06-22 | 2020-09-08 | 中铁二十三局集团第三工程有限公司 | Construction method for weight-bearing concrete of asymmetric cable-stayed bridge |
| CN111636310B (en) * | 2020-06-22 | 2022-01-25 | 中铁二十三局集团第三工程有限公司 | Construction method for weight-bearing concrete of asymmetric cable-stayed bridge |
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