CN106840253A - A kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method - Google Patents
A kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method Download PDFInfo
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- CN106840253A CN106840253A CN201611114037.2A CN201611114037A CN106840253A CN 106840253 A CN106840253 A CN 106840253A CN 201611114037 A CN201611114037 A CN 201611114037A CN 106840253 A CN106840253 A CN 106840253A
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- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
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Abstract
The invention discloses a kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method, foil gauge is outwardly and inwardly pasted respectively in the steel pipe short column for confined concrete；Foil gauge and data collecting card, described data collecting card are connected with data processing and display device；To each section steel pipe short column concrete perfusion, the steel pipe short column after each casting concrete is then set up into confined concrete bow member；The numerical value with the foil gauge of internal core concrete opposite position of Read Restriction concrete bow member, quantitative analysis inner concrete deformation behaviour；The numerical value of the foil gauge of Read Restriction concrete bow member outer patch, the steel pipe dimensional deformation stressing conditions of quantitative analysis confined concrete bow member；Ess-strain feature outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete bow member, obtain confined concrete bow member Coupling Deformation coefficient, the deformation coupling characteristics of steel pipe and concrete are determined, so as to evaluate the stress deformation destruction situation of confined concrete.
Description
Technical field
The present invention relates to a kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method.
Background technology
With continuing to develop for China's infrastructure construction, the construction of underground engineering is increasingly paid attention to, but underground
Many supporting problems such as high stress, soft rock are faced with engineering construction, traditional support pattern has been difficult to meet constantly change
The complex environment of change, and the supporting of confined concrete bow member had both had the advantages that high-strength, the ductility of steel because of it, and with concrete
The advantages of resistance to compression, low cost, more and more important role is just gradually play in underground engineering support.
However, up to the present, the theoretical research both at home and abroad for confined concrete is not perfect, live confined concrete
Bow member supporting parameter design lacks the system evaluation of perfect mentality of designing and bow member supporting effect still mainly based on experience
Method.
Therefore, a kind of evaluation method is designed to detect the steel reinforced concrete coupled characteristic of confined concrete bow member, it is whole for understanding
The stressing conditions of confined concrete bow member support system, provide with reference to important meaning for the design for later scene bow member
Justice.
The content of the invention
In order to solve the above problems, the present invention proposes one kind and can evaluate the coupling of confined concrete bow member steel reinforced concrete the present invention
The method of characteristic, the method can interpolate that the stressing conditions of outside steel pipe and internal core concrete in confined concrete bow member,
So as to the modification of the bow member supporting parameter for next step provides reference.
To achieve these goals, the present invention is adopted the following technical scheme that：
A kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method, comprises the following steps：
Step one：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 with the strain brick stated；Internal strain piece is used to detect the strain of steel pipe short column internal core concrete, outward
The strain of portion's strain measurement steel pipe short column；Described foil gauge and strain brick are connected with data collecting card, described number
It is connected with data processing and display device according to capture card；
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 bow member；
Step 3：The numerical value of the foil gauge of steel pipe inner wall is attached inside Read Restriction concrete bow member, in quantitative analysis
Portion's concrete deformation feature；
Step 4：The numerical value of the foil gauge of Read Restriction concrete bow member outer patch, quantitative analysis confined concrete bow member
Steel pipe dimensional deformation stressing conditions；
Step 5：Ess-strain outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete bow member is special
Levy, obtain confined concrete bow member Coupling Deformation COEFFICIENT K, the deformation coupling characteristics of steel pipe and concrete are determined, so as to evaluate about
The stress deformation destruction situation of beam concrete.
Preferably, in step one, pinpointed on confined concrete steel pipe short column, steel pipe short column is cut off 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 inner side
Foil gauge connecting line on strain brick is bundled by tied silk, and wire harness is drawn near edge perforate by 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 bow member is set up into
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 the 3 of adjacently situated surfaces normal point of intersection near described strain brick.
Preferably, described strain brick is a square structure, and it uses and enters with perfusion core concrete identical material
Row is prepared.
Preferably, in step one, when pasting foil gauge, quick-drying gelatin is spread at the foil gauge back side first, by its tight stickup
On steel pipe short column and strain brick, survey line is welded, and in foil gauge and survey line weld again
Viscous last layer quick-drying gelatin, as the protection to foil gauge and survey line.
Preferably, it is abundant on strain brick surface first by binding agent when strain brick is pasted on the round steel piece under gas cutting
Smear, strain brick is then pressed against round steel piece surface, it is ensured that concrete is fully contacted with round steel piece, and will be whole with binding agent
Individual strain brick is filled.
Preferably, in step 3, the evaluation method of core concrete deformation behaviour is：By straining the data on brick, obtain
To the radial strain ε of core concretecd, tangential strain εctAnd axial strain εca。
Preferably, in step 4, the evaluation method of outside pipe deformation feature is：By 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 the determination of axial deformation coupling performance, wherein, the determination method of Radial Coupling characteristic is：Tangential coupling
Close characteristic determination method be：The determination method of axial coupled characteristic is：
The determination method of steel reinforced concrete coupled characteristic is：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,
εdIt is Radial Coupling reference value,
εtIt is tangential coupling reference value,
εsIt is axial coupling reference value.
Further, K numerical value is smaller, illustrates steel reinforced concrete coupled characteristic more preferably, and stress performance is more preferable.
Beneficial effects of the present invention are：The present invention proposes that one is applied to the index that confined concrete steel reinforced concrete coupling performance is evaluated
And corresponding metrics evaluation parameter acquiring method, the index and method be simple and easy to get, there is very big feasibility in Practical Project.
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 security.
Brief description of the drawings
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；2nd, brick is strained；3rd, steel disc perforate；4th, steel pipe short column.
Specific embodiment：
The invention will be further described with embodiment below in conjunction with the accompanying drawings.
Embodiment 1：A kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method is as follows：
Step one：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 detecting the strain of steel pipe short column internal core concrete, external strain piece detection steel pipe short column should
Become；By described foil gauge and strain brick and data collecting card, described 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 bow member；
Step 3：The numerical value of the strain brick of steel pipe inner wall is attached inside Read Restriction concrete bow member, in quantitative analysis
Portion's concrete deformation feature；
Step 4：The numerical value of the foil gauge of Read Restriction concrete bow member outer patch, quantitative analysis confined concrete bow member
Steel pipe dimensional deformation stressing conditions；
Step 5：Ess-strain outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete bow member is special
Levy, obtain confined concrete bow member Coupling Deformation COEFFICIENT K, the deformation coupling characteristics of steel pipe and concrete are determined, so as to evaluate about
The stress deformation destruction situation of beam concrete.
Wherein, foil gauge 1 is that to be pasted onto the vault positioned at confined concrete bow member, spandrel, the steel pipe at haunch position short
On post, round steel piece is cut off being stained with the position of foil gauge 1 using gas cutting, the strain brick with 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, it is close to edge perforate 3 by round steel piece
Draw wire harness.
To prevent because of destruction of the crunch to strain brick 2 at core concrete, this hair caused by perfusion after overall splicing
It is bright to use the method for irrigating spliced again in advance.First, welded in the confined concrete short column bottom for being pasted with inside and outside foil gauge 1
Steel disc is connect, confined concrete short column is irrigated from another opening then, equally welded at another opening after the completion of perfusion
Steel disc blocks whole confined concrete short column, is then spelled confined concrete steel pipe short column 4 in the form of sleeve pipe connection
It is connected into confined concrete bow member.
After the completion of above-mentioned confined concrete bow member splicing, the connecting line of connection foil gauge 1 and strain device, by foil gauge
The confined concrete bow member outside deformation numerical value of steel pipe and the deformation numerical value of internal core concrete are monitored, one is obtained
The radial strain ε of confined concrete bow member outside steel pipe after section time deformation stabilizationsd, 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 contrast confined concrete bow member outside steel pipe and inside
Core concrete strains the stressing conditions of brick, calculates confined concrete bow member steel reinforced concrete coefficient of coup K, and assess confined concrete arch
The steel reinforced concrete coupling performance of frame.
For detecting the strain gauge adhesion of internal core concrete strain in 3 adjacently situated surfaces near described strain brick
3 normal point of intersection paste foil gauge.
The method for pasting foil gauge is to spread quick-drying gelatin at the back side of foil gauge 1 first, it is closely pasted onto steel pipe and is answered
Become on brick 2, weld survey line, and smear last layer quick-drying gelatin again in foil gauge and survey line weld, as to foil gauge and survey line
Protection.
The method of described stickup strain brick is, when strain brick is pasted on the round steel under gas cutting, first by binding agent
Fully smeared in concrete surface, strain brick is then pressed against steel tube surface, it is ensured that concrete is fully contacted with steel pipe, and
Whole strain brick is filled with binding agent.
The confined concrete bow member steel reinforced concrete coefficient of coup K of middle calculating is used as the steel reinforced concrete coupling for evaluating confined concrete bow member
Can standard be：K=aKd+b·Kt+c·Ka, wherein a, b, c is respectively radially, tangential and axial coupled weight coefficient, and
A+b+c=1.
In above-mentioned formula：
KdIt is Radial Coupling characteristic, the method for determination is：Wherein, εdIt is Radial Coupling reference value.
KtIt is tangential coupled characteristic, the method for determination is：Wherein, εtIt is tangential coupling reference value.
KaIt is axial coupled characteristic, the method for determination is：Wherein, εsIt is axial coupling reference value.
When the value of K is smaller, illustrate that the steel reinforced concrete coupling performance of confined concrete bow member is better.
Although above-mentioned be described with reference to accompanying drawing to specific embodiment of the invention, not to present invention protection model
The limitation enclosed, one of ordinary skill in the art should be understood that on the basis of technical scheme those skilled in the art are not
Need the various modifications made by paying creative work or deformation still within protection scope of the present invention.
Claims (9)
1. a kind of confined concrete bow member steel reinforced concrete coupled characteristic evaluation method, it is characterised in that comprise the following steps：
Step one：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 with strain brick；Internal strain piece is used to detect the strain of steel pipe short column internal core concrete, and outside should
Become the strain that piece detects steel pipe short column；Described foil gauge and strain brick are connected with data collecting card, described data are adopted
Truck is connected with data processing and display device；
Step 2：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 bow member；
Step 3：The numerical value of the foil gauge of steel pipe inner wall is attached inside Read Restriction concrete bow member, quantitative analysis inside is mixed
Solidifying soil deformation behaviour；
Step 4：The numerical value of the foil gauge of Read Restriction concrete bow member outer patch, the steel pipe of quantitative analysis confined concrete bow member
Dimensional deformation stressing conditions；
Step 5：Ess-strain feature outside the steel pipe of comprehensive core concrete stress characteristic and confined concrete bow member,
Confined concrete bow member Coupling Deformation COEFFICIENT K is obtained, the deformation coupling characteristics of steel pipe and concrete are determined, so that it is mixed to evaluate constraint
Coagulate the stress deformation destruction situation of soil.
2. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 1, it is characterised in that in step 1,
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 inner side foil gauge connecting line is passed through into tied silk
Bundle, wire harness is drawn near edge perforate by round steel piece；Then round steel piece is welded to former cutting position.
3. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 2, it is characterised in that described determines
Point is chosen vault of each short column after bow member is set up into, left spandrel, right spandrel, left haunch, right haunch position and is pinpointed
Measurement.
4. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 2, it is characterised in that described should
It is a square structure to become brick, and it is used is prepared with perfusion core concrete identical material.
5. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 3, it is characterised in that near institute
3 the 3 of adjacently situated surfaces normal point of intersection of the strain brick stated paste foil gauge.
6. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 1, it is characterised in that the core
The evaluation method of concrete deformation feature is：By straining the data on brick, the radial strain ε of core concrete is obtainedcd, tangentially
Strain stressctAnd axial strain εca。
7. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 1, it is characterised in that outside steel pipe
The evaluation method of deformation behaviour is：By the foil gauge being pasted onto outside steel pipe, the radial strain ε of steel pipe is obtainedsd, tangential strain
εstAnd axial strain εsa。
8. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 1, it is characterised in that constraint coagulation
By radial deformation coupling performance, tangential deformation coupling performance and axial deformation coupling performance determine native coefficient of coup K, wherein, footpath
It is to the determination method of coupled characteristic：Tangentially the determination method of coupled characteristic is：
The determination method of axial coupled characteristic is：The determination method of steel reinforced concrete coupled characteristic is：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,
εdIt is Radial Coupling reference value,
εtIt is tangential coupling reference value,
εsIt is axial coupling reference value.
9. confined concrete bow member steel reinforced concrete coupled characteristic evaluation method as claimed in claim 8, it is characterised in that described K
Numerical value is smaller, illustrates steel reinforced concrete coupled characteristic more preferably, and stress performance is more preferable.
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| CN201611114037.2A CN106840253B (en) | 2016-12-07 | 2016-12-07 | A kind of confined concrete arch steel reinforced concrete coupled characteristic evaluation method |
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Cited By (4)
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| CN110455867A (en) * | 2019-07-16 | 2019-11-15 | 黑龙江八一农垦大学 | Concrete-filled steel square tubular column core concrete confining region boundary identification device and method |
| CN110824150A (en) * | 2019-11-29 | 2020-02-21 | 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 |
| CN113984356A (en) * | 2021-10-15 | 2022-01-28 | 安徽建筑大学 | Tunnel arch stability evaluation method and system |
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| 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 |
| CN113984356A (en) * | 2021-10-15 | 2022-01-28 | 安徽建筑大学 | Tunnel arch stability evaluation method and system |
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| CN106840253B (en) | 2019-03-29 |
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