CN103471917A - Testing method for bearing capacity of cast-in-situ concrete lining of tunnel - Google Patents

Testing method for bearing capacity of cast-in-situ concrete lining of tunnel Download PDF

Info

Publication number
CN103471917A
CN103471917A CN2013104258380A CN201310425838A CN103471917A CN 103471917 A CN103471917 A CN 103471917A CN 2013104258380 A CN2013104258380 A CN 2013104258380A CN 201310425838 A CN201310425838 A CN 201310425838A CN 103471917 A CN103471917 A CN 103471917A
Authority
CN
China
Prior art keywords
cast
concrete lining
test specimen
place concrete
bearing capacity
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
Application number
CN2013104258380A
Other languages
Chinese (zh)
Other versions
CN103471917B (en
Inventor
吴学震
王刚
蒋宇静
公彬
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shandong University of Science and Technology
Original Assignee
Shandong University of Science and Technology
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Shandong University of Science and Technology filed Critical Shandong University of Science and Technology
Priority to CN201310425838.0A priority Critical patent/CN103471917B/en
Publication of CN103471917A publication Critical patent/CN103471917A/en
Application granted granted Critical
Publication of CN103471917B publication Critical patent/CN103471917B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

The invention discloses a testing method for bearing capacity of a cast-in-situ concrete lining of a tunnel. The testing method is characterized by comprising the following steps: producing a local test piece of the cast-in-situ concrete lining, and coating a lubricating material on the side surface of the local test piece; placing the local test piece of the cast-in-situ concrete lining into a U-shaped groove, and then sequentially installing a loading cushion block and a side baffle plate; placing the composite structure on an experimental machine for loading, and recording data such as a force-displacement curve in the destroying process of the test piece. The testing method can be used for simulating the actual stress state of the cast-in-situ concrete lining through a special loading mechanism, and researching the bearing capacity as well as the properties such as stress, deformation and destruction of the cast-in-situ concrete linings of circular or approximately circular tunnels, and also can be used as a method for detecting the construction quality. According to the testing method, the overall bearing capacity of the cast-in-situ concrete lining can be obtained by adopting the local test piece of the cast-in-situ concrete lining for testing, so that the experimental cost is greatly saved compared with that in a whole sectional experiment.

Description

Tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing
Technical field
The present invention relates to the test of tunnel support engineering Cast-in-place concrete lining cutting load-bearing capacity and quality testing field, particularly relate to a kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing.
Background technology
Under high-ground stress or weak surrounding rock condition, the phenomenon such as tunnel Cast-in-place concrete lining cutting is often peeled off, crackle and the destruction of caving in.Think, pressure from surrounding rock and/or deflection are excessive is the main cause that causes the Cast-in-place concrete damage of lining.
In order to prevent the generation of these accidents, when designing, tunnel support need to be assessed the load-bearing capacity of Cast-in-place concrete lining cutting, also to carry out sampling and testing to its quality in the lining construction process.Traditional test is all to get cylindrical or cube standard specimen to carry out corresponding strength test, can not consider the arc shell design feature of Cast-in-place concrete lining cutting.Due to the restriction that is subject to various conditions, also be difficult at present the directly load-bearing capacity of test Cast-in-place concrete lining cutting.
Summary of the invention
The objective of the invention is for overcoming the deficiencies in the prior art, a kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing is provided.
Its technical solution is:
A kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing is characterized in that comprising the following steps:
Figure 2013104258380100002DEST_PATH_IMAGE001
make the local test specimen of Cast-in-place concrete lining cutting, and be coated with lubricant in its side, to reduce the friction force be subject in its experimentation; The local test specimen of described Cast-in-place concrete lining cutting, upper and lower surface is the coaxial circles cambered surface, and the extension line of left and right side is by the axis of above-mentioned arc surface, and front and back sides is perpendicular to surface level; Its essence is two similar trapezoidal test blocks that face cutting tunnel Cast-in-place concrete lining cutting forms by tunnel axis; The concrete method for making of the local test specimen of Cast-in-place concrete lining cutting comprises following two kinds: a. makes the mould of respective shapes, copies site operation situation assembling reinforcement placing concrete, and the demoulding after the maintenance certain hour under the class field condition is then smooth by its surface finish; B. extract the test specimen of general shape by cutting machine at tunnel construction site, by instruments such as stone mills, be processed into standard shape and polish smooth;
the local test specimen of Cast-in-place concrete lining cutting is put into to U-shaped groove, then install successively and load cushion block and side shield;
Described U-shaped groove is one-piece construction, comprises base plate and two sidewalls; Side wall inner surfaces is horizontal by certain inclination angle, and the inclination angle coupling on this inclination angle and two inclined-planes of the local test specimen of Cast-in-place concrete lining cutting; The base plate lower surface contacts with test machine loader, bears testing machine pressure; The effect of U-shaped groove is two sides to the local test specimen of Cast-in-place concrete lining cutting by the vertical transmission of testing machine pressure, reflects more really boundary condition when it is applied at the scene;
Described loading cushion block, lower surface is that circular arc contacts with the local test specimen upper surface of Cast-in-place concrete lining cutting, left and right sides are parallel with U-shaped groove inside surface, load between cushion block side and U-shaped groove inside surface and leave space, prevent that in loading procedure, both push; Upper surface is plane, with test machine loader, contacts; The effect that loads cushion block is testing machine pressure evenly is delivered to the local test specimen upper surface of Cast-in-place concrete lining cutting;
Described side shield, have two, is separately fixed at the both sides, front and back of U-shaped groove, and inside surface contacts with the front and rear surfaces of the local test specimen of Cast-in-place concrete lining cutting; Its role is to prevent the local test specimen generation of Cast-in-place concrete lining cutting axial deformation, to meet the requirement of plane strain state, prevent that the sidewall of U-shaped groove is out of shape to both sides simultaneously;
Figure 2013104258380100002DEST_PATH_IMAGE003
the combinations thereof structure is put on experimental machine and loads, record the data such as force-displacement curve of the destructive process of test specimen; The testing machine of described experimental machine for exerting pressure; When test specimen cracks, corresponding testing machine is the cracking bearing capacity to the compressive stress of test specimen, and testing machine is the destruction bearing capacity to the maximum crushing stress of test specimen, and the corresponding displacement in force-displacement curve of cracking bearing capacity is the permission deflection; Destroy bearing capacity corresponding displacement in force-displacement curve and be maximum deformation quantity.
For observed and recorded test specimen at any time destroys situation, can take following arbitrary scheme: a. by acoustic emission equipment actively detect crack spread scenarios; B. side shield wherein one make the high-strength transparent material of material selection, and join the bar shaped steel and reinforce; C., 1 ~ 3 hoop eye split is set respectively on two side shields, and in order to reduce the impact on test specimen, the eye split width is unsuitable excessive.
Principle of the present invention is:
The tunnel of construction adopts circle or similar round section greatly at present, in the situation that country rock horizontal pressure force and vertical pressure difference are little, stressed, the deformation and failure problem of tunnel Cast-in-place concrete lining cutting can be similar to thinks axisymmetric problem.For axisymmetric problem, can get its part (being the local test specimen of Cast-in-place concrete lining cutting of the present invention) and test the character that can reflect Cast-in-place concrete lining cutting integral body.
In axisymmetric problem, radial deformation only occurs for country rock and Cast-in-place concrete lining cutting does not have tangential deformation, only is subject to normal stress and is not subject to tangential stress.The present invention limits the tangential deformation of the local test specimen of Cast-in-place concrete lining cutting by U-shaped groove side wall inner surfaces, by loading cushion block, impel the local test specimen generation of Cast-in-place concrete lining cutting radial deformation, has so just met the displacement boundary conditions of axisymmetric problem; Only has normal stress owing to loading between cushion block and test specimen upper surface, think to only have normal stress (under the effect of lubricant and also can be similar between test specimen and U-shaped groove side wall inner surfaces and side shield, its friction force can be ignored), so just met the stress boundary condition of axisymmetric problem.
In sum, the present invention can simulate actual forced status and the destruction situation thereof of Cast-in-place concrete lining cutting.The present invention can be used for studying the character such as the load-bearing capacity of circle or the Cast-in-place concrete lining cutting of similar round tunnel and stressed, distortion, destruction, can also be as a kind of method that detects construction quality.
The accompanying drawing explanation
Below in conjunction with accompanying drawing and embodiment, the invention will be further described:
Fig. 1 is mechanics principle figure of the present invention;
Fig. 2 is agent structure schematic diagram of the present invention;
Fig. 3 is the mechanics principle figure that side shield of the present invention is fixed on U-shaped groove;
Fig. 4 is agent structure schematic diagram of the present invention;
Fig. 5 is mechanics principle figure of the present invention.
Embodiment
By reference to the accompanying drawings 1, it is to be that the present invention adopts the principle of local test specimen: under specific circumstances, stressed, the deformation and failure problem of tunnel Cast-in-place concrete lining cutting can be similar to thinks axisymmetric problem, can get its part (being the local test specimen 1 of Cast-in-place concrete lining cutting of the present invention) and test the character that can reflect Cast-in-place concrete lining cutting integral body, and then the present invention has met the Stress and displacement boundary condition on rotational symmetry border by specific experimental provision and method.
By reference to the accompanying drawings 1,2 and 3, a kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing is characterized in that comprising the following steps:
Figure 987556DEST_PATH_IMAGE001
make the local test specimen 1 of Cast-in-place concrete lining cutting, and be coated with lubricant in its side, to reduce the friction force be subject in its experimentation; The local test specimen 1 of described Cast-in-place concrete lining cutting, upper and lower surface is the coaxial circles cambered surface, and the extension line of left and right side is by the axis of above-mentioned arc surface, and front and back sides is perpendicular to surface level; Its essence is two similar trapezoidal test blocks that face cutting tunnel Cast-in-place concrete lining cutting forms by tunnel axis; The concrete method for making of the local test specimen of Cast-in-place concrete lining cutting comprises following two kinds: a. makes the mould of respective shapes, copy site operation situation assembling reinforcement placing concrete, the demoulding after the maintenance certain hour under the class field condition, then its surface finish is smooth, b. extract the test specimen of general shape at tunnel construction site by cutting machine, be processed into standard shape and polish smooth by instruments such as stone mills, being coated with lubricant in side;
Figure 810018DEST_PATH_IMAGE002
the local test specimen of Cast-in-place concrete lining cutting is put into to U-shaped groove 2, then install successively and load cushion block 3 and side shield 4;
Described U-shaped groove 2 is one-piece construction, comprises base plate and two sidewalls; Side wall inner surfaces is horizontal by certain inclination angle, and the inclination angle coupling on this inclination angle and two inclined-planes of the local test specimen of Cast-in-place concrete lining cutting, prearrangement of deformation amount space 5 between the local test specimen lower surface of Cast-in-place concrete lining cutting and U-shaped trough floor upper surface; The base plate lower surface contacts with test machine loader, bears testing machine pressure; The effect of U-shaped groove is two sides to the local test specimen of Cast-in-place concrete lining cutting by the vertical transmission of testing machine pressure, reflects more really boundary condition when it is applied at the scene;
Described loading cushion block 3, lower surface is that circular arc contacts with the local test specimen upper surface of Cast-in-place concrete lining cutting, left and right sides are parallel with U-shaped groove inside surface, load between cushion block side and U-shaped groove inside surface and leave space, prevent that in loading procedure, both push; Upper surface is plane, with test machine loader, contacts; The effect that loads cushion block is testing machine pressure evenly is delivered to the local test specimen upper surface of Cast-in-place concrete lining cutting;
Described side shield 4, have two, is separately fixed at the both sides, front and back of U-shaped groove, and inside surface contacts with the front and rear surfaces of the local test specimen of Cast-in-place concrete lining cutting; Its role is to prevent the local test specimen generation of Cast-in-place concrete lining cutting axial deformation, to meet the requirement of plane strain state, prevent that the sidewall of U-shaped groove is out of shape to both sides simultaneously;
Figure 670527DEST_PATH_IMAGE003
the combinations thereof structure is put on experimental machine and loads, record the data such as force-displacement curve of the destructive process of test specimen; The testing machine of described experimental machine for exerting pressure; When test specimen cracks, corresponding testing machine is the cracking bearing capacity to the compressive stress of test specimen, and testing machine is the destruction bearing capacity to the maximum crushing stress of test specimen, and the corresponding displacement in force-displacement curve of cracking bearing capacity is the permission deflection; Destroy bearing capacity corresponding displacement in force-displacement curve and be maximum deformation quantity.
In conjunction with Fig. 4, for observed and recorded test specimen at any time destroys situation, side shield wherein one make material and can select high-strength transparent material, and join bar shaped steel 6 and reinforce.
In conjunction with Fig. 5, for observed and recorded test specimen at any time destroys situation, 1 ~ 3 hoop eye split 7 can be set respectively on two side shields, in order to reduce the impact on test specimen, the eye split width is unsuitable excessive.
The above embodiment, be a kind of of the more preferably concrete embodiment of the present invention, and the common variation that those skilled in the art carries out in the technical solution of the present invention scope and replacement all should be included in protection scope of the present invention.

Claims (4)

1. a tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing, is characterized in that, comprises the following steps:
Figure 2013104258380100001DEST_PATH_IMAGE001
make the local test specimen of Cast-in-place concrete lining cutting, and be coated with lubricant in its side; The local test specimen of described Cast-in-place concrete lining cutting, upper and lower surface is the coaxial circles cambered surface, and the extension line of left and right side is by the axis of above-mentioned arc surface, and front and back sides is perpendicular to surface level; Its method for making comprises following two kinds: a. makes the mould of respective shapes, copies site operation situation assembling reinforcement placing concrete, and the demoulding after the maintenance certain hour under the class field condition is then smooth by its surface finish; B. extract the test specimen of general shape by cutting machine at tunnel construction site, by instruments such as stone mills, be processed into standard shape and polish smooth;
Figure 595196DEST_PATH_IMAGE002
the local test specimen of Cast-in-place concrete lining cutting is put into to U-shaped groove, then install successively and load cushion block and side shield; Described U-shaped groove is one-piece construction, comprises base plate and two sidewalls; Side wall inner surfaces is horizontal by certain inclination angle, and the inclination angle coupling on this inclination angle and two inclined-planes of the local test specimen of Cast-in-place concrete lining cutting; Described loading cushion block, lower surface is that circular arc contacts with the local test specimen upper surface of Cast-in-place concrete lining cutting, left and right sides are parallel with U-shaped groove inside surface, load between cushion block side and U-shaped groove inside surface and leave space; Described side shield, have two, is separately fixed at the both sides, front and back of U-shaped groove, and inside surface contacts with the front and rear surfaces of the local test specimen of Cast-in-place concrete lining cutting;
Figure 2013104258380100001DEST_PATH_IMAGE003
the combinations thereof structure is put on experimental machine and loads, record the data such as force-displacement curve of the destructive process of test specimen; The testing machine of described experimental machine for exerting pressure; When test specimen cracks, corresponding testing machine is the cracking bearing capacity to the compressive stress of test specimen, and testing machine is the destruction bearing capacity to the maximum crushing stress of test specimen, and the corresponding displacement in force-displacement curve of cracking bearing capacity is the permission deflection; Destroy bearing capacity corresponding displacement in force-displacement curve and be maximum deformation quantity.
2. a kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing according to claim 1, is characterized in that by acoustic emission equipment actively detect crack spread scenarios.
3. a kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing according to claim 1, is characterized in that the wherein high-strength transparent material of making material selection of described side shield, and join the bar shaped steel and reinforce.
4. a kind of tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing according to claim 1, is characterized in that arranging respectively 1 ~ 3 hoop eye split on two side shields.
CN201310425838.0A 2013-09-18 2013-09-18 Tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing Expired - Fee Related CN103471917B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310425838.0A CN103471917B (en) 2013-09-18 2013-09-18 Tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310425838.0A CN103471917B (en) 2013-09-18 2013-09-18 Tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing

Publications (2)

Publication Number Publication Date
CN103471917A true CN103471917A (en) 2013-12-25
CN103471917B CN103471917B (en) 2015-12-02

Family

ID=49796858

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310425838.0A Expired - Fee Related CN103471917B (en) 2013-09-18 2013-09-18 Tunnel Cast-in-place concrete lining cutting load-bearing capacity method of testing

Country Status (1)

Country Link
CN (1) CN103471917B (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104533463A (en) * 2015-01-08 2015-04-22 苏州市兴邦化学建材有限公司 Testing mould for concrete lining segments

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101131342A (en) * 2006-08-25 2008-02-27 同济大学 Tunnel lining component high-temperature mechanical property testing system
CN102004054A (en) * 2010-09-21 2011-04-06 同济大学 Three-way loading mechanical property test system of multifunctional lining segment joint

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101131342A (en) * 2006-08-25 2008-02-27 同济大学 Tunnel lining component high-temperature mechanical property testing system
CN102004054A (en) * 2010-09-21 2011-04-06 同济大学 Three-way loading mechanical property test system of multifunctional lining segment joint

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
中华人民共和国国家质量监督检验检疫总局中国国家标准化管理委员会: "《中华人民共和国国家标准》", 30 June 2008 *
张尧: "楔形宽腹工字形截面压弯构件平面内稳定承载力的试验研究", 《万方学位论文》 *
黄炜然: "国内地铁盾构隧道管片模具(钢模)的研究", 《现代隧道技术》 *

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104533463A (en) * 2015-01-08 2015-04-22 苏州市兴邦化学建材有限公司 Testing mould for concrete lining segments

Also Published As

Publication number Publication date
CN103471917B (en) 2015-12-02

Similar Documents

Publication Publication Date Title
Zhou et al. Fracture evolution and failure behaviour of marble specimens containing rectangular cavities under uniaxial loading
Gong et al. Experimental simulation and investigation of spalling failure of rectangular tunnel under different three-dimensional stress states
CN107264835B (en) Undercarriage test load loading device
CN103471796B (en) Tunnel Cast-in-place concrete lining anti-seismic performance test methods
Thornton et al. Numerical simulations of diametrical compression tests on agglomerates
Chen et al. Axial compression tests of grouted connections in jacket and monopile offshore wind turbine structures
CN103471917A (en) Testing method for bearing capacity of cast-in-situ concrete lining of tunnel
Ang et al. Disease characteristics and causes analysis of segments of shield tunnels in composite stratum during construction
Bernard Influence of geometric factors on the punching load resistance of early-age fibre reinforced shotcrete linings
Pan et al. Mechanical performance test and finite element analysis of prefabricated utility tunnel L‐shaped joint
CN103471915B (en) Deep-lying tunnel simple model test unit
CN103471918B (en) Anchor rod engineering stress simulation experimental device
Ding et al. Experimental Investigation of the Mechanical Behavior of NC Linings in consideration of Voids and Lining Thinning
CN203502298U (en) Simple model testing device for deeply buried tunnel
Pu et al. Effects of strength weakening and interface slipping on rock mass with different dip angle structure planes.
Li et al. Test research on health criterion of cavities behind the lining
CN103471801B (en) Deep-buried tunnel rock burst simulation test system and testing method thereof
Feng et al. Failure mechanism of joint-separated granite reinforced by three-dimensional printed bolt
Yasufuku et al. Sand-steel interface friction related to soil crushability
Rambo et al. Flexural behavior of hybrid steel fiber reinforced self-consolidating concretes
Lam et al. Designing composite structures for reuse
Okano Development of a testing machine with a large tunnel lining model
Yang et al. Performance of partially compressed CFST columns through dissimilarly shaped bearing plates under axial load
Zhou et al. Experimental study on the compression-shear performance of a new-type circumferential joint of shield tunnel
JP6338106B2 (en) Tunnel structure and remodeling method

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20151202

Termination date: 20190918

CF01 Termination of patent right due to non-payment of annual fee