CN106840253B - A kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation method - Google Patents
A kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation method Download PDFInfo
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- CN106840253B CN106840253B CN201611114037.2A CN201611114037A CN106840253B CN 106840253 B CN106840253 B CN 106840253B CN 201611114037 A CN201611114037 A CN 201611114037A CN 106840253 B CN106840253 B CN 106840253B
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Abstract
The invention discloses a kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation methods, outwardly and inwardly paste foil gauge respectively in the steel pipe short column for confined concrete；By foil gauge and data collecting card, the data collecting card is connected with data processing and display device；To each section steel pipe short column concrete perfusion, then the steel pipe short column after each casting concrete is set up into confined concrete arch；The numerical value with the foil gauge of internal core concrete opposite position of Read Restriction concrete arch, quantitative analysis inner concrete deformation behaviour；The numerical value of the foil gauge of Read Restriction concrete arch outer patch, the steel pipe dimensional deformation stress condition of quantitative analysis confined concrete arch；Ess-strain feature outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete arch, obtain confined concrete arch Coupling Deformation coefficient, the deformation coupling characteristics of steel pipe and concrete are determined, so that the stress deformation for evaluating confined concrete destroys situation.
Description
Technical field
The present invention relates to a kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation methods.
Background technique
With the continuous development of infrastructure construction in china, the construction of underground engineering is increasingly paid attention to, however underground
High stress, the supporting problem of many such as soft rock are faced in engineering construction, traditional support pattern has been difficult to meet continuous change
The complex environment of change, and the supporting of confined concrete arch had been because it had not only had many advantages, such as high-strength, the ductility of steel, but also had concrete
The advantages that resistance to compression, low cost, just gradually plays an increasingly important role in underground engineering support.
However, up to the present, not perfect for the theoretical research of confined concrete both at home and abroad, live confined concrete
Arch supporting parameter design still mainly based on experience, lacks the system evaluation of perfect mentality of designing and arch supporting effect
Method.
Therefore, a kind of evaluation method is designed to detect the steel reinforced concrete coupled characteristic of confined concrete arch, it is entire for understanding
The stress condition of confined concrete arch support system, for providing for the design of later live arch with reference to important meaning
Justice.
Summary of the invention
To solve the above-mentioned problems, the invention proposes one kind can evaluate the coupling of confined concrete arch steel reinforced concrete by the present invention
The method of characteristic, this method are capable of the stress condition of constraint IF concrete arch China and foreign countries portion's steel pipe and internal core concrete,
To which the modification of the arch supporting parameter for next step provides reference.
To achieve the goals above, the present invention adopts the following technical scheme:
A kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation method, includes the following steps:
Step 1: in the paste outside foil gauge of the steel pipe short column for confined concrete, strain brick is pasted in inside, in institute
Foil gauge is also pasted on the strain brick stated；Internal strain piece is used to detect the strain of steel pipe short column internal core concrete, outside
The strain of portion's strain measurement steel pipe short column；The foil gauge and strain brick are connected with data collecting card, the number
It is connected according to capture card with data processing and display device；
Step 2: to each section steel pipe short column concrete perfusion, then by the steel pipe short column frame after each casting concrete
It is set as confined concrete arch；
Step 3: being attached at the numerical value of the foil gauge of steel pipe inner wall inside Read Restriction concrete arch, in quantitative analysis
Portion's concrete deformation feature；
Step 4: the numerical value of the foil gauge of Read Restriction concrete arch outer patch, quantitative analysis confined concrete arch
Steel pipe dimensional deformation stress condition；
Step 5: the ess-strain outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete arch is special
Sign, obtains confined concrete arch Coupling Deformation COEFFICIENT K, determines the deformation coupling characteristics of steel pipe and concrete, so that evaluation is about
The stress deformation of beam concrete destroys situation.
Preferably, it in step 1, is pinpointed on confined concrete steel pipe short column, cuts off steel pipe short column using gas cutting
One piece of round steel piece pastes strain brick on the inside of round steel piece, is external to paste foil gauge at same position in round steel piece；And by inside
Foil gauge connecting line on strain brick is bundled by tied silk, by drawing harness close to edge aperture in round steel piece；
Then round steel piece is welded to former cutting position.
Preferably, fixed point described above chooses vault, left spandrel, right arch of each short column after setting up into arch
One-point measurement is carried out at shoulder, left haunch, right haunch or other positions to be measured.
Preferably, internal strain piece is pasted in 3 normal point of intersection of 3 adjacent surfaces close to the strain brick.
Preferably, the strain brick is a square structure, use be perfused the identical material of core concrete into
Row is prepared.
Preferably, in step 1, when pasting foil gauge, quick-drying gelatin is spread at the foil gauge back side first, by its close stickup
Steel pipe short column and strain brick on, weld survey line, and foil gauge and survey line weld again
It is stained with one layer of quick-drying gelatin, as the protection to foil gauge and survey line.
Preferably, it is abundant on strain brick surface using binder first when the round steel on piece under gas cutting pastes strain brick
It smears, then presses strain brick on round steel piece surface, it is ensured that concrete comes into full contact with round steel piece, and will be whole with binder
A strain brick fills.
Preferably, in step 3, the evaluation method of core concrete deformation behaviour are as follows: by the data on strain brick, obtain
To the radial strain ε of core concretecd, tangential strain εctAnd axial strain εca。
Preferably, in step 4, the evaluation method of external pipe deformation feature are as follows: pass through the strain being pasted onto outside steel pipe
Piece obtains the radial strain ε of steel pipesd, tangential strain εstAnd axial strain εsa。
Preferably, in step 5, confined concrete coefficient of coup K is by radial deformation coupling performance, tangential deformation coupling
Energy and axial deformation coupling performance determine, wherein the determination method of Radial Coupling characteristic are as follows:Tangential coupling
Close the determination method of characteristic are as follows:The determination method of axial coupled characteristic are as follows:
The determination method of steel reinforced concrete coupled characteristic are as follows: K=aKd+b·Kt+c·Ka；Wherein: a+b+c=1.
In above-mentioned formula:
A is Radial Coupling weight coefficient,
B is tangential coupled weight coefficient,
C is axial coupled weight coefficient,
εdFor Radial Coupling reference value,
εtTangentially to couple reference value,
εsReference value is coupled to be axial.
Further, K numerical value is smaller, illustrates that steel reinforced concrete coupled characteristic is more preferable, stress performance is more preferable.
The invention has the benefit that the present invention proposes an index for being suitable for the evaluation of confined concrete steel reinforced concrete coupling performance
And corresponding metrics evaluation parameter acquiring method, the index and method are simple and easy to get, there is very big feasibility in practical projects.
The invention can be with the steel reinforced concrete coupled characteristic of quantitative assessment confined concrete, so that the change of design scheme, improves engineering and build
If economy and safety.
Detailed description of the invention
Fig. 1 is evaluation rubric figure of the present invention；
Fig. 2 is the schematic diagram of steel pipe short column of the present invention；
Fig. 3 is the schematic diagram of present invention strain brick；
In figure, 1, foil gauge；2, brick is strained；3, steel disc aperture；4, steel pipe short column.
Specific embodiment:
The invention will be further described with embodiment with reference to the accompanying drawing.
Embodiment 1: a kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation method is as follows:
Step 1: in the paste outside foil gauge of the steel pipe short column for confined concrete, strain brick is pasted in inside；It is described
Internal strain brick be used to detect the strain of steel pipe short column internal core concrete, external strain piece detection steel pipe short column is answered
Become；By the foil gauge and strain brick and data collecting card, the data collecting card and data processing and display device
It is connected；
Step 2: to each section steel pipe short column concrete perfusion, then by the steel pipe short column frame after each casting concrete
It is set as confined concrete arch；
Step 3: the numerical value of the strain brick of steel pipe inner wall is attached inside Read Restriction concrete arch, in quantitative analysis
Portion's concrete deformation feature；
Step 4: the numerical value of the foil gauge of Read Restriction concrete arch outer patch, quantitative analysis confined concrete arch
Steel pipe dimensional deformation stress condition；
Step 5: the ess-strain outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete arch is special
Sign, obtains confined concrete arch Coupling Deformation COEFFICIENT K, determines the deformation coupling characteristics of steel pipe and concrete, so that evaluation is about
The stress deformation of beam concrete destroys situation.
Wherein, foil gauge 1 is that be pasted onto the vault positioned at confined concrete arch, spandrel, the steel pipe at haunch position short
On column, round steel piece is cut off being stained at 1 position of foil gauge using gas cutting, the strain brick for having foil gauge is pasted on the inside of round steel piece
2, and the foil gauge connecting line of interior side strain brick 2 is bundled by tied silk, by round steel piece close to edge aperture 3
Draw harness.
To prevent because of destruction of the crunch to brick 2 is strained at core concrete, this hair caused by being perfused after whole splicing
The method spliced again is perfused in bright use in advance.Firstly, being welded in the confined concrete short column bottom for being pasted with inside and outside foil gauge 1
Steel disc is connect, then confined concrete short column is irrigated from another opening, is equally welded after the completion of perfusion in another opening
Steel disc blocks entire confined concrete short column, is then spelled confined concrete steel pipe short column 4 using the form of casing connection
It is connected into confined concrete arch.
After the completion of above-mentioned confined concrete arch splicing, the connecting line of foil gauge 1 and strain device is connected, foil gauge is passed through
The deformation numerical value of steel pipe outside confined concrete arch and the deformation numerical value of internal core concrete are monitored, obtain one
The radial strain ε of confined concrete arch outside steel pipe after section time deformation is stablizedsd, tangential strain εst, axial strain εsaAnd
The radial strain ε of internal core concretecd, tangential strain εctAnd axial strain εca。
Comprehensive analysis above-mentioned steps acquired results, the deformation of comparison confined concrete arch outside steel pipe and inside
Core concrete strains the stress condition of brick, calculates confined concrete arch steel reinforced concrete coefficient of coup K, and assesses confined concrete arch
The steel reinforced concrete coupling performance of frame.
For detecting the strain gauge adhesion of internal core concrete strain in 3 adjacent surfaces close to the strain brick
3 normal point of intersection paste foil gauge.
The method for pasting foil gauge is to spread quick-drying gelatin at 1 back side of foil gauge first, it is closely pasted onto steel pipe and is answered
Become on brick 2, weld survey line, and spread one layer of quick-drying gelatin again in foil gauge and survey line weld, as to foil gauge and survey line
Protection.
The method of the stickup strain brick is, when pasting strain brick on the round steel under gas cutting, to use binder first
Sufficiently smeared in concrete surface, then will strain brick pressing in steel tube surface, it is ensured that concrete and steel pipe come into full contact with, and
Entire strain brick is filled with binder.
Steel reinforced concrete coupling of the confined concrete arch steel reinforced concrete coefficient of coup K of middle calculating as evaluation confined concrete arch
The standard of energy are as follows: K=aKd+b·Kt+c·Ka, wherein a, b, c is respectively radial, tangential and axial coupled weight coefficient, and
A+b+c=1.
In above-mentioned formula:
KdFor Radial Coupling characteristic, method is determined are as follows:Wherein, εdFor Radial Coupling reference value.
KtFor tangential coupled characteristic, method is determined are as follows:Wherein, εtTangentially to couple reference value.
KaFor axial coupled characteristic, method is determined are as follows:Wherein, εsReference value is coupled to be axial.
When the value of K is smaller, illustrate that the steel reinforced concrete coupling performance of confined concrete arch is better.
Above-mentioned, although the foregoing specific embodiments of the present invention is described with reference to the accompanying drawings, not protects model to the present invention
The limitation enclosed, those skilled in the art should understand that, based on the technical solutions of the present invention, those skilled in the art are not
Need to make the creative labor the various modifications or changes that can be made still within protection scope of the present invention.
Claims (6)
1. a kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation method, which comprises the steps of:
Step 1: in the paste outside foil gauge of the steel pipe short column for confined concrete, strain brick is pasted in inside, described
Foil gauge is also pasted on strain brick；Internal strain piece is used to detect the strain of steel pipe short column internal core concrete, and outside is answered
Become the strain of piece detection steel pipe short column；The foil gauge and strain brick are connected with data collecting card, the data are adopted
Truck is connected with data processing and display device；
Step 2: to each section steel pipe short column concrete perfusion, then by after each casting concrete steel pipe short column set up at
Confined concrete arch；
Step 3: it is attached at the numerical value of the foil gauge of steel pipe inner wall inside Read Restriction concrete arch, is mixed inside quantitative analysis
Solidifying soil deformation behaviour；
Step 4: the numerical value of the foil gauge of Read Restriction concrete arch outer patch, the steel pipe of quantitative analysis confined concrete arch
Dimensional deformation stress condition；
Step 5: the ess-strain feature outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete arch,
Confined concrete arch Coupling Deformation COEFFICIENT K is obtained, determines the deformation coupling characteristics of steel pipe and concrete, so that it is mixed to evaluate constraint
The stress deformation for coagulating soil destroys situation；
The evaluation method of core concrete deformation behaviour are as follows: by the data on strain brick, the radial direction for obtaining core concrete is answered
Become εcd, tangential strain εctAnd axial strain εca；
The evaluation method of steel pipe dimensional deformation feature are as follows: by the foil gauge being pasted onto outside steel pipe, the radial direction for obtaining steel pipe is answered
Become εsd, tangential strain εstAnd axial strain εsa；
Confined concrete coefficient of coup K is by radial deformation coupling performance, tangential deformation coupling performance and axial deformation coupling performance
It determines, wherein the determination method of Radial Coupling characteristic are as follows:The determination method of tangential coupled characteristic are as follows:The determination method of axial coupled characteristic are as follows:The determination side of steel reinforced concrete coupled characteristic
Method are as follows: K=aKd+b·Kt+c·Ka；Wherein: a+b+c=1；
In above-mentioned formula:
A is Radial Coupling weight coefficient,
B is tangential coupled weight coefficient,
C is axial coupled weight coefficient,
εdFor Radial Coupling reference value,
εtTangentially to couple reference value,
εaReference value is coupled to be axial.
2. confined concrete arch steel reinforced concrete coupled characteristic evaluation method as described in claim 1, which is characterized in that in step 1,
It is pinpointed on the steel pipe short column of confined concrete, one piece of round steel piece of steel pipe short column is cut off using gas cutting, in round steel piece
Strain brick is pasted in side, is external to paste foil gauge at same position in round steel piece；And inside foil gauge connecting line is passed through into tied silk
It bundles, by drawing harness close to edge aperture in round steel piece；Then round steel piece is welded to former cutting position.
3. confined concrete arch steel reinforced concrete coupled characteristic evaluation method as claimed in claim 2, which is characterized in that described determines
Point chooses vault of each short column after setting up into arch, left spandrel, right spandrel, left haunch, right haunch position are pinpointed
Measurement.
4. confined concrete arch steel reinforced concrete coupled characteristic evaluation method as claimed in claim 2, which is characterized in that described answers
Change brick uses material identical with perfusion core concrete to be prepared into a square structure.
5. confined concrete arch steel reinforced concrete coupled characteristic evaluation method as claimed in claim 3, which is characterized in that close to institute
3 normal point of intersection of 3 adjacent surfaces of the strain brick stated paste foil gauge.
6. confined concrete arch steel reinforced concrete coupled characteristic evaluation method as described in claim 1, which is characterized in that the K
Numerical value is smaller, illustrates that steel reinforced concrete coupled characteristic is more preferable, stress performance is more preferable.
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| CN110455867B (en) * | 2019-07-16 | 2022-02-15 | 黑龙江八一农垦大学 | Boundary recognition device and method for core concrete confinement area of square steel tube concrete column |
| CN110824150B (en) * | 2019-11-29 | 2022-04-22 | 广西路桥工程集团有限公司 | Automatic monitoring and early warning system for debonding of steel pipe concrete arch rib |
| CN113484152A (en) * | 2021-06-30 | 2021-10-08 | 广西路桥工程集团有限公司 | Testing device and method for testing hoop effect of concrete filled steel tube arch rib |
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| CN101881673A (en) * | 2009-05-05 | 2010-11-10 | 武汉市政工程设计研究院有限责任公司 | Test method and test device of confining pressure in steel tube concrete |
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Inventor after: Li Shucai Inventor after: Xu Yingdong Inventor after: Pan Rui Inventor after: Jiang Bei Inventor after: Wang Qi Inventor after: Qin Qian Inventor before: Li Shucai Inventor before: Luan Yingcheng Inventor before: Xu Yingdong Inventor before: Pan Rui Inventor before: Jiang Bei Inventor before: Wang Qi Inventor before: Qin Qian Inventor before: Yu Hengchang Inventor before: Sun Huibin Inventor before: Lu Wei |
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