CN108894120A - Arch ring transformation safe judgment method in spandrel construction disassembly process - Google Patents
Arch ring transformation safe judgment method in spandrel construction disassembly process Download PDFInfo
- Publication number
- CN108894120A CN108894120A CN201810138802.7A CN201810138802A CN108894120A CN 108894120 A CN108894120 A CN 108894120A CN 201810138802 A CN201810138802 A CN 201810138802A CN 108894120 A CN108894120 A CN 108894120A
- Authority
- CN
- China
- Prior art keywords
- arch
- deflection
- section
- amount
- construction
- 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.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
-
- 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
Abstract
The invention discloses arch ring transformation safe judgment method in a kind of spandrel construction disassembly process, which first obtains structure basic parameter value according to design drawing, with catenary line approximate substitution parabola, the amount of deflection of arbitrary section when calculating parabolic arch function unit power；Then dismounting load and corresponding position are determined by arrangement and method for construction, finds out the amount of deflection for encircleing crucial section at this time；The finally size of the field measurement amount of deflection in more crucial section and the amount of deflection being determined above.Whether the method for the present invention can quickly and accurately assess arch ring in spandrel construction dismounting work progress and deform in safe range, it finds the problem and solves the problems, such as in time convenient for live, the defects of avoiding that calculate the time brought by the FInite Element that generallys use now long, parameter affecting laws can not be directly acquired.
Description
Technical field
The invention belongs in bridge structure strengthening construction process control field more particularly to a kind of spandrel construction disassembly process
Arch ring transformation safe judgment method.
Background technique
Arch is both structure and building, is liked by people.Foundation comes China and has built large number of arch bridge, however,
With the raising of social industrial level, the increase of traffic loading, and by former design standard is low and the degeneration of bridge material status
Etc. factors influence, many arch bridges built in the past have become four classes or five class bridges, these bridges urgently maintenance and reinforcement or remove weight
It builds.From economic benefit angle analysis, for the bridge that can be transformed, the method using maintenance and reinforcement is more preferably to select.
According to《Highway bridge reinforcement construction technology specification》The requirement of (JTG/T J23-2008) 7.1 provisions：" large span arch bridge
Spandrel construction Demolition Construction should carry out under effective monitoring.When spandrel construction is removed, 1/4 should be observed across, vault and other controls
Amount of deflection and arch ring lateral displacement, the structure crack situation in section processed.Found the abnormal situation must stop constructing immediately, and in time
Reason is analyzed, Uninstaller should be taken safety measures or adjust when necessary." spandrel construction installation and remove inverse process each other,
The requirement of the specification need to equally be met.
Summary of the invention
The technical problem to be solved in the present invention is to provide in a kind of easy to operate, spandrel construction disassembly process for being easily achieved
Arch ring transformation safe judgment method, to guarantee that structure of the arch bridge in spandrel construction dismounting construction is safe and it is reasonable to determine
Dismounting arrangement and method for construction.
In order to solve the above technical problems, the present invention uses following technical scheme：
Arch ring transformation safe judgment method in spandrel construction disassembly process obtains structure basic parameter according to design drawing
Value, with catenary line approximate substitution parabola, when calculating function unit power at the x of parabolic arch section arbitrary section i amount of deflection v (x,
I), dismounting load and corresponding position is determined by arrangement and method for construction, find out the amount of deflection for encircleing crucial section at this time and with field measurement amount of deflection
It is compared；The method is used for cross-section parabola fixed arch.
Arch ring transformation safe judgment method, includes the following steps in above-mentioned spandrel construction disassembly process：
The first step obtains structure basic parameter value by design drawing, including across footpath l, rise f, arch elastic modulus E, arch are cut
Face area A and bending resistance the moment of inertia I；
Second step obtains the arch constant a of equivalent catenary line using dichotomy with catenary line approximate substitution parabola；
Third step is x-axis along span of arch diameter direction using vault as origin (0,0), and rise direction is that y-axis establishes coordinate
System obtains under this coordinate system the amount of deflection v (x, i) of arbitrary section i when function unit power at the x of parabolic arch section：
4th step determines dismounting load and corresponding position according to Specific construction scheme when dismounting to spandrel construction,
And determine the amount of deflection of crucial section arch；
5th step encircles the amount of deflection in crucial section through field measurement, if the amount of deflection in each key section is respectively less than in the 4th step
The amount of deflection of the respective cross-section of calculating then shows controllable state of the arch ring deformation always in safety in disassembly process, otherwise,
In uncontrollable state.
The amount of deflection v (x, i) of arbitrary section i is calculated as follows：：
In formula：
For the safety problem of spandrel construction disassembly process, inventor establishes arch ring in a kind of spandrel construction disassembly process
Transformation safe judgment method, parsing when which establishes spandrel construction dismounting between key section amount of deflection and each parameter of structure
Relational expression can directly reflect the mechanical relationship encircleed between crucial section deflection value and each parameter of structure, conducive to engineer to adding
The assurance of fixed meter and dismounting arrangement and method for construction.It can quickly and accurately be assessed according to design drawing and arrangement and method for construction using the present invention
Spandrel construction dismounts whether arch ring deformation in work progress scratches in safe range, and acquisition structural parameters to crucial section is encircleed
The affecting laws of degree, avoid that calculate the time brought by the FInite Element that generallys use now long, can not directly acquire parameter
The defects of affecting laws.In addition, the method for the present invention has the advantages that easy to operate and is easily achieved, cooperation scientific calculator makes
With the deflection value in the crucial section of the arch that can be obtained at the scene under different dismounting schemes, it can really realize and be dismounted in spandrel construction
In the process to the control of arch ring deformation, is solved the problems, such as convenient for live find the problem in time, avoid that structure is caused permanently to damage
Wound.
Detailed description of the invention
Fig. 1 is the method for the present invention flow chart.
Fig. 2 is the calculation flow chart of the parabolical catenary line arch constant a of equivalent substitution.
The amount of deflection of arch arbitrary section i calculates schematic diagram when Fig. 3 is function unit power at parabola fixed arch section x.
Fig. 4 is the formula of the present invention of example 1 and result of finite element comparison diagram (unit in embodiment：m).
Fig. 5 is the formula of the present invention of example 2 and result of finite element comparison diagram (unit in embodiment：m).
Fig. 6 is the calculating schematic diagram of crucial section amount of deflection in parabola fixed arch spandrel construction disassembly process.
Specific embodiment
Arch ring transformation safe judgment method in spandrel construction disassembly process, the method are used for cross-section parabola fixed arch, tool
Body includes the following steps：
The first step obtains structure basic parameter value by design drawing, including across footpath l, rise f, arch elastic modulus E, arch are cut
Face area A and bending resistance the moment of inertia I；
Second step obtains the arch constant a of equivalent catenary line using dichotomy with catenary line approximate substitution parabola；
Third step is x-axis (being positive to the left) along span of arch diameter direction using vault as origin (0,0), and rise direction is y axis
(being positive downwards) establishes coordinate system, obtains under this coordinate system at the x of parabolic arch section scratching for arbitrary section i when function unit power
It spends v (x, i)：
The amount of deflection v (x, i) of arbitrary section i is calculated as follows：：
In formula：
4th step determines dismounting load and corresponding position according to Specific construction scheme when dismounting to spandrel construction,
And determine the amount of deflection of crucial section arch；Illustrate by taking three kinds of typical duty loads as an example, it is assumed that in x1Place's effect has concentrated force F, in [x2,
x3] (x in range2< x3) effect have even distributed force q, in [x4, x5] (x in range4< x5) effect have trapezoidal load t (x), then
The amount of deflection of crucial section arch is determined by following formula respectively：
In formula, hL/4、hL/2And h3L/4Respectively encircle the amount of deflection in a quarter section, subscript indicates sectional position.Similarly,
The amount of deflection of any other sectional position can be found out.
5th step encircles the amount of deflection in crucial section through field measurement, if the amount of deflection in each key section is respectively less than in the 4th step
The amount of deflection of the respective cross-section of calculating then shows controllable state of the arch ring deformation always in safety in disassembly process, otherwise,
In uncontrollable state, it need to stop constructing, analyze and find out reason, should take safety measures or adjust when necessary mounting-dismounting programme.
The above method is also applicable for variable cross-section parabola fixed arch, and only cross sectional moment of inertia I is the function of x.
For ease of understanding, it is elaborated below for crucial second step, third step and the 4th step.
For parabolic arch, because the integral along its arch does not have explicit expression, see formula (1), thus in deformation or
Internal force etc. generallys use straight line, circular arc line or catenary line when calculating and carrys out approximate substitution parabola, and the integral of these curve of approximation is equal
With compact expression, formula (2)~formula (4) is seen respectively
∫sDs=x (2)
∫sDs=sinh (x/ α)/α (4)
In formula (1)~formula (4), s is arch path of integration；Y ' is the first derivative of parabolic arch axial equation；X is
Coordinate origin is located at the coordinate along across footpath direction of vault；L is across footpath；F is rise；R is the radius of skene arch；α is catenary line
Arch parameter.
Relative to straight line and circular arc line, catenary line is then closer to parabola, and therefore, the present invention is approximate using catenary line
Substitute parabola.Using vault as under the coordinate system of origin, catenary line equation is：
As long as adjusting parameter α, so that the curve newly constructed and former arch axis curve are close as far as possible, then along parabolic arch axis
Integral the higher Approximate Explicit Solution of precision can be obtained.The solution of parameter alpha can utilize dichotomy.According to parabolic arch boundary
Condition has been apparent from following formula establishment：
Equation can be obtained as a result,
Solving formula (7) using dichotomy can be obtained the value of parameter alpha, and flow chart is shown in attached drawing 2.For convenience, unit across footpath is listed
Under the corresponding α value of common ratio of rise to span, see Table 1 for details.
The value of the corresponding parameter a of common ratio of rise to span under 1 unit across footpath of table
| Ratio of rise to span | 1/3 | 1/4 | 1/5 | 1/6 | 1/7 | 1/8 | 1/9 | 1/10 |
| α | 0.421166 | 0.537160 | 0.655863 | 0.776289 | 0.897848 | 1.020178 | 1.143053 | 1.266324 |
On the basis of encircleing equivalent substitution parabolic arch with catenary line, when deriving function unit power at the x of parabolic arch section
The Deflection Formula of arbitrary section i：
(1) thinking is calculated
Deflection line is solved using static(al) method, unit force P is acted at arbitrary section b, solves the section i amount of deflection shadow
Ring line.According to elastic center method, unit force is acted on into the statically determinate structure that lower fixed arch is converted to redundant force, such as 3 institute of attached drawing
Show, parabolic equation y=4fx2/l2, arch section Anti-pull-press rigidity be EA, bending stiffness EI,For arch axis tangent line and level
Wire clamp angle, redundant force include moment of flexure x1, axle power x2, shear x3, elastic center is y away from vault distances.To ask crown section to scratch
Degree, need to act on illusory load F in the position, internal force of the basic structure under all load actions is listed in table 2.
Basic structure internal force under all load actions of table 2
(2) redundant force calculates
By basic mechanical principle, finds out basic structure (attached drawing 3) redundant force under unit force acts on and be to solve for before encircleing amount of deflection
It mentions.Parabola, the simplification integrated according to formula (7) to curve are substituted with catenary line, it can be deduced that it is public that redundant force influences line computation
Formula, solution procedure and formula are listed in table 3.
3 redundant force of table calculates
Note：Δ1p、Δ2p、Δ3pThat left half is acted on by unit force across pushing away card, when unit force act on right half across when,
Δ1pAnd Δ2pStill take left half across respective value, Δ3pTake corresponding left partly -1 times across value.
(3) encircle the solution of arbitrary section deflection value
Such as attached drawing 3, the amount of deflection Δ of B point when basic structure C point function unit power and redundant forceBFor：
ΔB=ΔBp+x1ΔB1+x2ΔB2+x3ΔB3 (8)
Each meaning of parameters and calculation formula are listed in table 4 in formula (8).
Table 4 scratches the calculating of arbitrary section deflection value
By formula (8), table 3 and table 4, obtain arbitrary section i when function unit power at the x of parabolic arch section amount of deflection v (x,
I) it is：
In formula：
(4) Example Verification
It is hingeless with 2 cross-section parabolas for the accuracy for the arch arbitrary section i amount of deflection calculating formula that the verifying present invention derives
For arch, finite element numerical method is respectively adopted and the method for the present invention calculates deflection line at the section l/4 and l/2, and with limited
Formula calculation error of the present invention is judged on the basis of meta analysis result.
Example 1, the span of arch diameter 117.5m, rise 22.158m, section Anti-pull-press rigidity 2329804.38kN, bending stiffness
9552.1994kNm2, function unit load (1kN) on arch.Formula of the present invention calculates and l/2, l/4 of FEM calculation
Section deflection line is shown in attached drawing 4, and exemplary value is listed in table 5.
Example 2, rise 39.5m, other parameters are the same as example 1.Formula of the present invention calculates and l/2, l/4 of FEM calculation are cut
Face deflection line is shown in attached drawing 5, and exemplary value is listed in table 5.
52 example exemplary value contrast tables of table
Note：Amount of deflection is positive upwards in table, is negative downwards.
Formula of the present invention calculating is differed with Finite element analysis results maximum it can be seen from attached drawing 4, attached drawing 5 and table 5 does not surpass
1% is crossed, the accuracy that formula of the present invention calculates cross-section parabola fixed arch arbitrary section amount of deflection is demonstrated.On this basis,
When dismounting to spandrel construction, dismounting load and corresponding position are determined according to Specific construction scheme, by attached drawing 6, with three kinds
Illustrate for typical duty load, it is assumed that in x1Place's effect has concentrated force F, in [x2, x3] (x in range2< x3) effect have even distributed force q,
In [x4, x5] (x in range4< x5) effect has trapezoidal load t (x), then the amount of deflection of crucial section arch is determined by following formula respectively：
In formula (20)~formula (22), hL/4、hL/2And h3L/4Respectively encircle the amount of deflection in a quarter section, subscript indicates to cut
Face position.Similarly, the amount of deflection of any other sectional position can also be found out.
Claims (3)
1. arch ring transformation safe judgment method in a kind of spandrel construction disassembly process, it is characterised in that tied according to design drawing
Structure basic parameter value, with catenary line approximate substitution parabola, arbitrary section i when calculating function unit power at the x of parabolic arch section
Amount of deflection v (x, i), dismounting load and corresponding position is determined by arrangement and method for construction, find out the amount of deflection for encircleing crucial section at this time and with it is existing
Field actual measurement amount of deflection is compared；The method is used for cross-section parabola fixed arch.
2. arch ring transformation safe judgment method in spandrel construction disassembly process according to claim 1, it is characterised in that packet
Include following steps：
The first step obtains structure basic parameter value, including across footpath l, rise f, arch elastic modulus E, arch section face by design drawing
Product A and bending resistance the moment of inertia I；
Second step obtains the arch constant a of equivalent catenary line using dichotomy with catenary line approximate substitution parabola；
Third step is x-axis along span of arch diameter direction using vault as origin (0,0), and rise direction is that y-axis establishes coordinate system, is obtained
Under this coordinate system at the x of parabolic arch section when function unit power arbitrary section i amount of deflection v (x, i)：
4th step determines dismounting load and corresponding position according to Specific construction scheme, and really when dismounting to spandrel construction
The amount of deflection of fixed key section arch；
5th step encircles the amount of deflection in crucial section through field measurement, calculates if the amount of deflection in each key section is respectively less than in the 4th step
Respective cross-section amount of deflection, then show controllable state of in the disassembly process arch ring deformation always in safety, otherwise, in not
Controllable state.
3. arch ring transformation safe judgment method in spandrel construction disassembly process according to claim 2, it is characterised in that institute
The amount of deflection v (x, i) for stating arbitrary section i is calculated as follows：：
In formula：
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810138802.7A CN108894120B (en) | 2018-02-09 | 2018-02-09 | Method for safely judging deformation of arch ring in arch building dismounting process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810138802.7A CN108894120B (en) | 2018-02-09 | 2018-02-09 | Method for safely judging deformation of arch ring in arch building dismounting process |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108894120A true CN108894120A (en) | 2018-11-27 |
| CN108894120B CN108894120B (en) | 2021-07-02 |
Family
ID=64342199
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810138802.7A Active CN108894120B (en) | 2018-02-09 | 2018-02-09 | Method for safely judging deformation of arch ring in arch building dismounting process |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108894120B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110334481A (en) * | 2019-07-30 | 2019-10-15 | 中国航发沈阳发动机研究所 | A kind of cold test device damping screen twine calculation method for stress |
| CN113139993A (en) * | 2021-06-22 | 2021-07-20 | 中铁大桥科学研究院有限公司 | Intelligent identification method for ultra-wide and ultra-large bridge-crossing linear data |
| CN116383942A (en) * | 2023-04-07 | 2023-07-04 | 浙江大学 | Design method and device of main arch structure |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007200290A (en) * | 2005-12-27 | 2007-08-09 | Semiconductor Energy Lab Co Ltd | Parameter extraction method, circuit operation verification method, and storage medium having program for executing parameter extraction method |
| CN101265690A (en) * | 2007-10-08 | 2008-09-17 | 中铁四局集团有限公司 | Method for dismantling arch bridge for protection |
-
2018
- 2018-02-09 CN CN201810138802.7A patent/CN108894120B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007200290A (en) * | 2005-12-27 | 2007-08-09 | Semiconductor Energy Lab Co Ltd | Parameter extraction method, circuit operation verification method, and storage medium having program for executing parameter extraction method |
| CN101265690A (en) * | 2007-10-08 | 2008-09-17 | 中铁四局集团有限公司 | Method for dismantling arch bridge for protection |
Non-Patent Citations (2)
| Title |
|---|
| 孙智峰: "双曲拱桥拆除施工安全控制研究", 《工程科技II辑》 * |
| 杨雨厚等: "等截面抛物线无铰拱挠度影响线实用解析解", 《计算力学学报》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110334481A (en) * | 2019-07-30 | 2019-10-15 | 中国航发沈阳发动机研究所 | A kind of cold test device damping screen twine calculation method for stress |
| CN113139993A (en) * | 2021-06-22 | 2021-07-20 | 中铁大桥科学研究院有限公司 | Intelligent identification method for ultra-wide and ultra-large bridge-crossing linear data |
| CN113139993B (en) * | 2021-06-22 | 2021-12-14 | 中铁大桥科学研究院有限公司 | Intelligent identification method for bridge linear data |
| CN116383942A (en) * | 2023-04-07 | 2023-07-04 | 浙江大学 | Design method and device of main arch structure |
| CN116383942B (en) * | 2023-04-07 | 2023-11-14 | 浙江大学 | Design method and device of main arch structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108894120B (en) | 2021-07-02 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106897543B (en) | Beam structure damage identification method of modal compliance curvature matrix norm | |
| CN108894120A (en) | Arch ring transformation safe judgment method in spandrel construction disassembly process | |
| CN110502856B (en) | Continuous beam damage identification method of support reaction influence line curvature | |
| CN110502855B (en) | Method for identifying damage of uniform-section continuous beam with support reaction influence line curvature | |
| KR20140041935A (en) | Designing method for crowning of roller bearing | |
| CN108460197A (en) | Spandrel construction based on deformation amount controlling dismounts Scheme Optimum Seeking Methods | |
| CN1784589A (en) | Method and system for monitoring the performance of a pipe containing a pressurised fluid | |
| CN110806191B (en) | Circumferential weld defect pipeline safety evaluation method based on strain monitoring | |
| CN107944198A (en) | A kind of reinforcement method of two phase stainless steel groove profile compartment | |
| CN108416116B (en) | Method for determining arch crown weight during arch springing enlarged section reinforcing parabolic arch | |
| CN108487088A (en) | Catenary arch spandrel construction rationally dismounts process and determines method | |
| CN109885899A (en) | The extracting method of spacecraft heat-control multilayer graph data | |
| CN110489916B (en) | Method for identifying damage of constant cross-section beam based on damage state inclination angle influence line curvature | |
| CN103233582B (en) | Method for achieving prestressed cylindrical cable bar latticed shell structure forming by aid of length-adjustable press rod | |
| CN105470951B (en) | A kind of power distribution network reliable power supply capability assessment method based on big data digging technology | |
| CN106844925B (en) | Adjusting design method for contact load of two-stage auxiliary spring type gradient stiffness plate spring based on offset frequency simulation | |
| CN106802996B (en) | Checking calculation method for contact load of two-stage auxiliary spring type unequal frequency bias gradient-type plate spring | |
| WO2005109253A3 (en) | Method for the computer-assisted evaluation of the prognosis of characteristic values of a technical system, performed by means of a predictive model | |
| CN108573119A (en) | In-service hoisting machinery overall structure remaining life real-time evaluation system | |
| CN114088052A (en) | Building structure settlement deformation prediction method based on monitoring data fitting curve derivative | |
| CN108487087A (en) | Vault ballast water volume in water tank real-time control method when arch springing is reinforced | |
| CN106704429B (en) | The design method of the maximum limit amount of deflection of the offset frequencys type three-level progressive rate leaf spring such as non- | |
| CN109388510B (en) | Man-machine system task reliability analysis method and device | |
| CN106812849B (en) | The Method for Checking of the contact load of the offset frequencys type three-level progressive rate leaf spring such as non- | |
| CN105930607B (en) | Non- end contact lacks the calculation method of piece reinforcement end each stress of major-minor spring |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |