CN107273651A - A kind of super-high pier construction design method - Google Patents
A kind of super-high pier construction design method Download PDFInfo
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- CN107273651A CN107273651A CN201710729215.0A CN201710729215A CN107273651A CN 107273651 A CN107273651 A CN 107273651A CN 201710729215 A CN201710729215 A CN 201710729215A CN 107273651 A CN107273651 A CN 107273651A
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- 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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Abstract
The invention discloses a kind of super-high pier construction design method, the magnitude of load of bridge pier to be designed is calculated first, the design parameter of bridge pier to be designed is determined again, Pier Design parameter is not limited to the change of simple section thickness and width, but design parameter is chosen to be to the height of pier shaft and battered leg, sectional dimension and ratio of slope, the bifurcated spacing of battered leg, it is depth of beam and sectional dimension, so as to farthest optimize the shape of bridge pier in the case where meeting use requirement, then, determine the span and value step-length of design parameter, the different values of scanning combination parameters, FEM model is set up using parametrization respectively and calculated, automatically extract the rigidity result of each FEM model, intensity results and result of oscillation, contrasted with code requirement, pick out all bridge pier forms for meeting three above condition, and calculate pier volume total amount, the minimum bridge pier form of pier volume total amount is picked out as the optimal bridge pier form under the design method.
Description
Technical field
The present invention relates to science of bridge building field, more particularly to a kind of super-high pier construction design method.
Background technology
Bridge pier is the important component of bridge, is also main research and the design object of science of bridge building.Bridge pier is not only needed
Bear the vertical force of superstructure transmission and it is necessary to ensure that the dynamic response of full bridge structure during train operation meets to use and want
Ask.Therefore, Railway Bridges And Piers design is while strength checking is carried out, and what is more important carries out bridge pier vertical, horizontal Rigidity Calculation.
The high pier of current railway typically uses the broom type solid pier of vertical, horizontal slope, with the high increasing of pier, such as exceedes
100 meters of super-high pier, bridge pier vertical cross stiffness performance indications drastically decline.It is general by artificial to meet bridge power demand
Experience simply increases the thickness and width of pier body, increases concreting amount, to increase the rigidity and intensity of bridge pier.
In super-high pier design, according to such a design and construction method, then need significantly to increase the thickness and width of pier body,
Concreting amount is significantly increased, causes pier shaft quantity of masonry to increased dramatically accordingly, pier shaft deadweight is increased, basis becomes big, bridge pier
Economic index declines.
The content of the invention
It is an object of the invention to overcome in the presence of prior art only by increasing pier body thickness and width, increase is mixed
The solidifying soil amount of pouring designs super-high pier, causes the pier shaft quantity of masonry to increased dramatically, and pier shaft deadweight is increased, and basis becomes big, bridge pier warp
There is provided a kind of super-high pier construction design method for the deficiency that Ji property index declines.
In order to realize foregoing invention purpose, the invention provides following technical scheme：
A kind of super-high pier construction design method, mainly including following steps：
Step A：Calculate the load for acting on bridge pier to be designed；
Step B：The design parameter of bridge pier to be designed is determined, design parameter includes height, the sectional dimension of pier shaft and battered leg
And ratio of slope, the bifurcated spacing of battered leg, is depth of beam and sectional dimension；
Step C：Determine the span and value step-length of each design parameter；
Step D：The different values of each design parameter are combined in scanning, and FEM model is set up respectively and is calculated；
Step E：Extract the result of calculation of each FEM model and analyzed；
Step F：Whether analysis result meets rigidity requirement, is required if meeting, and the value parameter for meeting requirement is entered
Enter step G；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step G：Whether the result of calculation for analyzing the value parameter for meeting step F meets intensity requirement, is required if meeting,
Into step H；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step H：Whether the result of calculation for the value parameter that analysis meets step F and G simultaneously meets vibratory response requirement, if
Meet and require, then into step I；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step I：The pier volume for calculating the corresponding all bridge pier forms of value parameter difference for meeting all conditions above is total
Amount；
Step J：Pick out the minimum bridge pier form of pier volume total amount；
Step K：Terminate, complete super-high pier structure design.
A kind of super-high pier construction design method of the present invention, calculates the magnitude of load of bridge pier to be designed first, then
The design parameter of bridge pier to be designed is determined, the design parameter of bridge pier is not limited to the change of simple bridge pier thickness and width, but
Design parameter is chosen to be to height, sectional dimension and the ratio of slope of pier shaft and battered leg, the bifurcated spacing of battered leg, be depth of beam and
Sectional dimension, so as to farthest optimize the shape of bridge pier in the case where meeting use requirement.It is then determined design ginseng
Several spans and value step-length, the different values of scanning combination parameters, sets up FEM model and is counted respectively
Calculate.Rigidity result, intensity results and the result of oscillation of each FEM model are extracted, and is contrasted with code requirement, is selected
Go out to meet all bridge pier forms of three above condition.Finally, the pier volume total amount of all bridge pier forms for meeting condition is calculated,
And the minimum bridge pier form of pier volume total amount is picked out as the optimal bridge pier form under the design method.
Different from only simply increasing bridge pier thickness, width and concreting amount by artificial experience before, to increase bridge pier
Rigidity and intensity design method, the design method can be optimized to each design parameter of bridge pier, so as to set
Count out and not only meet rigidity, intensity and vibration requirement, and pier shaft small volume, more economical rational bridge pier structure form, it can save
A large amount of bridge pier quantities of masonry are saved, with preferable economic and social benefits, are mutually coordinated with current technology and society economic development, this sets
Meter method can be promoted suitable for the design of the bridge pier structures such as railway, highway.
Preferably, the load of bridge pier to be designed is acted in the step A includes dead load and dynamic loading.
Preferably, in the step C span and value step-length of each design parameter according to Pier Design specification
It is required that determining.
Preferably, the step D carries out the scanning combination of parameters by writing sentence in finite element software, and real
Now the scanning to the built-up pattern of all parameters is calculated, and realizes parametric modeling.
Preferably, the step E extracts the horizontal force and shift value of pier top from result of calculation, and by horizontal force and position
The ratio of shifting as model rigidity value.
Preferably, the step F is contrasted the rigidity value for calculating obtained above-mentioned rigidity value and code requirement.
Preferably, the step E extracts the stress result of model and calculates maximum combined stress.
Preferably, the step G is contrasted the limit stress for calculating obtained above-mentioned maximum combined stress and pier shaft.
Preferably, the step E extracts laterally the first natural vibration period.
Preferably, the step H will calculate the periodic regime of the obtained natural vibration period of above-mentioned transverse direction first and code requirement
Contrasted.
Compared with prior art, beneficial effects of the present invention：
(1) this method is not that the dynamic characteristics of Bridge High-pier is met by simply adjusting the thickness and width of bridge pier, and
It is the height, sectional dimension and ratio of slope by introducing pier shaft and battered leg, the bifurcated spacing of battered leg is depth of beam and section chi
These very little design parameters, and carry out multiple FEM calculation and carry out optimization design.The bridge pier designed not only meet rigidity, intensity and
Vibration is required, and pier shaft small volume, overcomes traditional Pier Design only by the two-way deficiency being controlled of rigidity and intensity.
(2) bridge pier designed using this method, is designed relative to the simple mode for increasing bridge pier thickness and width
Bridge pier, pier shaft deadweight can be mitigated, pier footing is reduced, a large amount of bridge pier quantities of masonry are saved, with preferable economic benefit, with working as
Preceding technology and society economic development is mutually coordinated, and the present invention can be promoted suitable for the design of the bridge pier structures such as railway, highway.
Brief description of the drawings：
Fig. 1 is the schematic flow sheet of design method of the present invention.
Fig. 2 is the structural representation of super-high pier of the present invention.
Fig. 3 is the schematic diagram of Pier Design parameter in part of the present invention.
Marked in figure：1- pier shafts, 2- forks area, 3- binders, 4- battered legs.
Embodiment
With reference to test example and embodiment, the present invention is described in further detail.But this should not be understood
Following embodiment is only limitted to for the scope of above-mentioned theme of the invention, it is all that this is belonged to based on the technology that present invention is realized
The scope of invention.
As Figure 1-3, a kind of super-high pier construction design method, mainly including following steps：
Step A：Calculate the load for acting on bridge pier to be designed, including dead load and dynamic loading；
Step B：Determine the design parameter x of bridge pier to be designedi, design parameter xiDesign parameter includes pier shaft 1 and battered leg 4
Highly (H1 and H2), sectional dimension and ratio of slope (M1 and M2), the bifurcated space D of battered leg 4, the height h and section chi of binder 3
It is very little；
Step C：Determine each design parameter xiSpanWith value step-lengthThen each xi
Number of scan points be ni+1；
Step D：Each design parameter x is combined in scanningiDifferent values, using parametrization set up FEM model respectively simultaneously
Calculated, to m design parameter xiCalculating is scanned in span, is carried out altogetherSecondary computing；
Step E：Automatically extract the result of calculation of N number of FEM model and analyzed.Automatically extracted from result of calculation
Go out out laterally the first natural vibration period, the horizontal force of pier top, shift value etc., and regard horizontal force and the ratio of displacement as the firm of model
Angle value；Calculate the maximum combined stress of the bridge pier：
In formula：σ is that pier shaft examines the stress calculated on section, MPa；
N is the axial compressive force at pier shaft top, MN；
G for inspection calculate section above direct-axis to pier shaft conduct oneself with dignity, MN；
A calculates the gross area in section, m for inspection2；
Mx、MyThe moment of flexure on section to gravity axis x and y, MNm are calculated for inspection；
Ix、IySection is calculated around gravity axis x and y total cross-section the moment of inertia, m for inspection4；
X, y calculate the coordinate of maximum stress point or minimum stress point on section, m for inspection；
ηx、ηyMoment M on section is calculated for inspectionx、MyEnhancement coefficient.
Step F：The rigidity value for calculating obtained above-mentioned rigidity value and code requirement is contrasted, required if meeting,
Meet desired value parameter and enter step G；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step G：Analysis meets the result of calculation of step F value parameter, the above-mentioned maximum combined stress that calculating is obtained
Contrasted, required if meeting, into step H with the limit stress of pier shaft；If being unsatisfactory for requiring, the bridge pier shape is rejected
Formula；
Step H：Analysis meets the result of calculation of step F and G value parameter simultaneously, will calculate obtained above-mentioned transverse direction the
The periodic regime of one natural vibration period and code requirement is contrasted, and is required if meeting, into step I；If being unsatisfactory for requiring,
Reject the bridge pier form；
Step I：The pier volume for calculating the corresponding all bridge pier forms of value parameter difference for meeting all conditions above is total
Amount；
Step J：Pick out the minimum bridge pier form of pier volume total amount；
Step K：Terminate, complete super-high pier structure design.
Bridge pier thickness, width and concreting amount are increased different from only simple before, to increase the rigidity of bridge pier and strong
The design method of degree, the design method can be optimized to each design parameter of bridge pier, not only full so as to design
Sufficient rigidity, intensity and vibration are required, and pier shaft small volume, more economical rational bridge pier structure form, can save a large amount of bridge piers
Quantity of masonry, with preferable economic and social benefits, mutually coordinates, the design method can be pushed away with current technology and society economic development
Extensively it is applied to the design of the bridge pier structures such as railway, highway.
Above example only not limits technical scheme described in the invention to illustrate the present invention, although this explanation
Book is with reference to each above-mentioned embodiment to present invention has been detailed description, but the present invention is not limited to above-mentioned specific implementation
Mode, therefore any the present invention is modified or equivalent substitution；And the technical side of all spirit and scope for not departing from invention
Case and its improvement, it all should cover among scope of the presently claimed invention.
Claims (10)
1. a kind of super-high pier construction design method, it is characterised in that mainly including following steps：
Step A：Calculate the load for acting on bridge pier to be designed；
Step B：The design parameter of bridge pier to be designed is determined, design parameter includes height, the section chi of pier shaft (1) and battered leg (4)
Very little and ratio of slope, the bifurcated spacing of battered leg (4), the height and sectional dimension of binder (3)；
Step C：Determine the span and value step-length of each design parameter；
Step D：The different values of each design parameter are combined in scanning, and FEM model is set up respectively and is calculated；
Step E：Extract the result of calculation of each FEM model and analyzed；
Step F：Whether analysis result meets rigidity requirement, is required if meeting, and the value parameter for meeting requirement enters step
Rapid G；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step G：Whether the result of calculation for analyzing the value parameter for meeting step F meets intensity requirement, requires, enters if meeting
Step H；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step H：Whether the result of calculation for the value parameter that analysis meets step F and G simultaneously meets vibratory response requirement, if meeting
It is required that, then into step I；If being unsatisfactory for requiring, the bridge pier form is rejected；
Step I：Calculate the pier volume total amount for the corresponding all bridge pier forms of value parameter difference for meeting all conditions above；
Step J：Pick out the minimum bridge pier form of pier volume total amount；
Step K：Terminate, complete super-high pier structure design.
2. a kind of super-high pier construction design method according to claim 1, it is characterised in that acted in the step A
Include dead load and dynamic loading in the load of bridge pier to be designed.
3. a kind of super-high pier construction design method according to claim 1, it is characterised in that each in the step C
The span and value step-length of parameter are determined according to the requirement of Pier Design specification.
4. a kind of super-high pier construction design method according to claim 1, it is characterised in that the step D by
Sentence is write in finite element software and carries out the scanning combination of parameters, and realizes the scanning meter to the built-up pattern of all parameters
Calculate.
5. according to a kind of any described super-high pier construction design methods of claim 1-4, it is characterised in that the step E
Extract the horizontal force and shift value of pier top from result of calculation, and using horizontal force and the ratio of displacement as model rigidity
Value.
6. a kind of super-high pier construction design method according to claim 5, it is characterised in that the step F will be calculated
Obtained above-mentioned rigidity value and the rigidity value of code requirement is contrasted.
7. according to a kind of any described super-high pier construction design methods of claim 1-4, it is characterised in that the step E
Extract the stress result of model and calculate maximum combined stress.
8. a kind of super-high pier construction design method according to claim 7, it is characterised in that the step G will be calculated
The limit stress of obtained above-mentioned maximum combined stress and pier shaft is contrasted.
9. according to a kind of any described super-high pier construction design methods of claim 1-4, it is characterised in that the step E
Extract laterally the first natural vibration period.
10. a kind of super-high pier construction design method according to claim 9, it is characterised in that the step H will be calculated
The obtained natural vibration period of above-mentioned transverse direction first and the periodic regime of code requirement are contrasted.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110795785A (en) * | 2019-10-21 | 2020-02-14 | 暨南大学 | Model building system of concrete continuous box girder bridge |
| CN111395173A (en) * | 2020-03-23 | 2020-07-10 | 东南大学 | BIM-based steel truss arch bridge bolt connection construction precision control method |
| CN116150841A (en) * | 2022-12-28 | 2023-05-23 | 中铁大桥勘测设计院集团有限公司 | Multi-tower cable-stayed bridge side tower design method |
| CN117688639A (en) * | 2023-12-07 | 2024-03-12 | 中交天津港湾工程研究院有限公司 | Hoisting design method for three-section type prefabricated pier |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110795785A (en) * | 2019-10-21 | 2020-02-14 | 暨南大学 | Model building system of concrete continuous box girder bridge |
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| CN111395173B (en) * | 2020-03-23 | 2021-06-29 | 东南大学 | BIM-based steel truss arch bridge bolt connection construction precision control method |
| CN116150841A (en) * | 2022-12-28 | 2023-05-23 | 中铁大桥勘测设计院集团有限公司 | Multi-tower cable-stayed bridge side tower design method |
| CN116150841B (en) * | 2022-12-28 | 2024-06-25 | 中铁大桥勘测设计院集团有限公司 | Multi-tower cable-stayed bridge side tower design method |
| CN117688639A (en) * | 2023-12-07 | 2024-03-12 | 中交天津港湾工程研究院有限公司 | Hoisting design method for three-section type prefabricated pier |
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