CN109238844A - Tunnel lining structure crack treatment experimental method - Google Patents
Tunnel lining structure crack treatment experimental method Download PDFInfo
- Publication number
- CN109238844A CN109238844A CN201810908356.3A CN201810908356A CN109238844A CN 109238844 A CN109238844 A CN 109238844A CN 201810908356 A CN201810908356 A CN 201810908356A CN 109238844 A CN109238844 A CN 109238844A
- Authority
- CN
- China
- Prior art keywords
- crack
- test specimen
- tunnel
- lining structure
- loading
- 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
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0017—Tensile
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/006—Crack, flaws, fracture or rupture
- G01N2203/0062—Crack or flaws
- G01N2203/0066—Propagation of crack
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention belongs to Tunnel Engineering technical fields, and in particular to a kind of tunnel lining structure crack treatment experimental method.The analog platform includes experimental bench, experimental bench upper surface is provided with fixed hinge bracket, arch lining cutting model steel frame is arranged in fixed hinge pedestal upper end, it is provided with worm gear pole loading device between the both ends and experimental bench of arch lining cutting model steel frame, tensile tester and displacement meter are installed on the worm gear pole loading device.The present invention simulates tunnel-liner loading characteristic using arc-shaped workpiece, changes direction and the torque of pulling force, horizontal tension is changed into arc lining cutting tension, more meets the loading characteristic of tunnel structure, guarantees the accuracy of platform load.
Description
The application is entitled " tunnel lining structure crack treatment imitative experiment platform and the reality submitted on July 8th, 2016
Proved recipe method ", application No. is the divisional applications of the patent application of " 201610537559.7 ".
Technical field
The invention belongs to Tunnel Engineering technical fields, and in particular to a kind of tunnel lining structure crack treatment experimental method.
Technical background
The analogy method of current tunnel lining structure, it is most of that single-factor influence punishment effect is carried out using laboratory experiment
Simulation, such as leak state Imitating tunnel lining structure crack treatment test, or lasting stress cracking in the case where
Simulate tunnel lining structure crack treatment experiment, the caking ability and the strength of materials of testing and patching material, then to experimental result into
Row Comprehensive Correlation finds out the optimum mix of patching material by such methods.This analogy method has ignored practical multifactor
The case where influencing tunnel lining structure crack treatment, and the result inaccuracy for causing test to obtain, usually tunnel-liner in practice
Structural cracks exists simultaneously leak and continues the double factor of stress cracking, while such as asphalt mixtures modified by epoxy resin of the patching material on existing market
Rouge, carbon cloth.It polymerize cement slurry etc..But since these repairing materials are expensive, be not suitable for large-scale popularization.
Summary of the invention
Practical multifactor impact repairing effect is had ignored for tunnel lining structure crack treatment simulated experiment in the prior art
The technical issues of the case where fruit and the expensive unsuitable popularization of existing market patching material, the object of the present invention is to provide
A kind of punishment experimental method in tunnel lining structure crack.
To achieve the goals above, the present invention is mainly resolved using following technical scheme:
A kind of punishment experimental method in tunnel lining structure crack, comprising the following steps:
Step 1: successively selecting the test specimen of a variety of crack specifications；Test specimen is installed on testing stand；
Step 2: allotment patching material；
Step 3: simulation Lining Crack punishes experiment, specific steps in different leakage amount are as follows: debugging water percolating capacity, often
In the case of kind water percolating capacity, patching material is injected into crack, to its initial set, loading tensile records repair under different leakage state respectively
Mend presetting period of material, crack displacement, loading force reading；
Step 4: simulation Lining Crack continues to punish experiment, specific steps in the case of stress cracking are as follows: implementation steps 1 and step
After rapid 2, patching material is injected into crack, to initial set, continues loading tensile, cracks to test specimen, records presetting period, load in real time
Pulling force and crack displacement；
Step 5: simulation Lining Crack is in leak and continues the punishment experiment under stress cracking double factor effect, specific to walk
Suddenly are as follows: step 1 and step 2 are repeated, in the case where testing three kinds of water percolating capacities described in step 3 respectively, by repairing slurries injection
In crack, to its initial set, continue loading tensile, so that test specimen cracks, records presetting period, the pulling force of load and crack position in real time
It moves.
Step 6: according to the analysis of experimental data repair efficiency measured, adjusting the match ratio of patching material, repeat above-mentioned step
Rapid 1, step 3, step 4 and step 5 record experimental data, obtain the optimal match ratio of patching material.
Further, the patching material in the step 2 is polymer matrix gelling, is matched according to following material and weight
Than modulation: flyash: metakaolin: composite exciting agent: portland cement: silicon ash=10~16:60~70:8~13:8~13:
1~2.
Further, the composite exciting agent slurries are modulated according to the material of following weight ratio: quick dissolved sodium silicate: hydroxide
Sodium: nano silica=75~85:5~15:5~15.
The specific implementation of the punishment experimental method in above-mentioned tunnel lining structure crack uses following tunnel lining structure crack
Punishment imitative experiment platform, including testing stand further include displacement meter, two independent arc steel tanks and are mounted on the test
Hinged-support on platform, the cross section of the arc steel tank are rectangle；The lower surface of two arc steel tank one end with it is hinged
Seat connects and two arc steel tanks collectively form an arc-shaped workpiece；The other end of two arc steel tanks passes through support rod
It is hinged between joint test platform and support rod and arc steel tank；Strong add is respectively provided with below the other end of two arc steel tanks
It carries and sets, be provided with tension dynamometer between the corresponding force loading device of arc steelframe；Two arc steel tanks are close
One end of hinged-support is provided with test piece fixing device；Displacement meter is mounted on test specimen.
One end on two arc steel tanks close to corresponding force loading device is connected with spring, and spring tension direction
It is contrary with the loading force of the force loading device；In a non-operative state, spring is in the raw.
It further include the test specimen provision for disengagement being mounted on testing stand, the test specimen provision for disengagement includes by two rectangular slabs
T shape frame, foot pedal and the two pillar support bars being formed by connecting；The foot pedal is horizontal through the vertical rectangular slab in T shape frame
And it is hinged with the rectangular slab, two pillar support bar one end and foot pedal are hinged, and the other end passes vertically through horizontal direction in T shape frame
Rectangular slab, the upper end sequentially passes through the through-hole being arranged in experimental bench and arc-shaped steel groove bottom；Horizontal rectangular plate and reality in T shape frame
Test platform connection.
The hinged-support includes that shaft, support frame and Liang Ge branch seat, shaft are fixed on testing stand by support frame,
Liang Ge branch seat is installed in shaft and branch's seat can rotate relative to shaft, each branch and corresponding arc steel tank
The lower surface of one end is connected.
The fixation device refers to is provided with threaded hole on the side of arc steel tank, and test specimen is fixed by fixing bolt
In the rigid slot of arc.
It, can be using following tunnel lining structure crack provided by the invention before punishment test method of the invention
Diagnostic test method, comprising the following steps:
Step 1: preparing the test specimen in different size crack；
Step 2: installation test specimen, lasting to load, simulation fracture test specimen stress persistently cracks, and records different stress conditions in real time
Lower cracking degree, the displacement in crack and the size of loading force；
Step 3: replacing the crack test specimen of different size, implementation steps 1 and step 2；
Step 4: according to the resulting data of step 1, step 2 and step 3, summarize the crack test specimen of different size persistently by
Pass during power, in the case where different loading forces, between crack occurrence time, the size in crack and the size of loading force
System.
Further, in the step 1, the Size of Crack of the test specimen in the different size crack be respectively 0.5 ㎜, 1 ㎜,
2㎜、5㎜、10㎜、20㎜。
Compared to the prior art, the present invention has following technical characterstic:
The present invention provides cracking tension to test specimen by force loading device, force loading device and transmission shaft be mutually twisted and
Continuous transmission is capable of the cracking size of accurate control critical eigenvalue, meets test accuracy requirement.Between force loading device and the rigid slot of arc
Tensiometer is connected, the displacement of the pulling force and test specimen cracking of the offer of precise measurement force loading device is provided, and then passes through Mechanics Calculation
The pulling force that test specimen crack is born can be calculated, it is ensured that the reliability of data.Concrete sample is placed on the sky of arc steel tank
It in heart slot, is fixed with the fixation device on the outside of arch lining cutting model steel frame, replacement is convenient when experiment.It is simulated using arc-shaped workpiece
Tunnel-liner loading characteristic changes direction and the torque of pulling force, and horizontal tension is changed into arc lining cutting tension, more meets tunnel
The loading characteristic of structure guarantees the accuracy of platform load.
Detailed description of the invention
Fig. 1 is tunnel lining structure crack treatment simulator schematic diagram；
Fig. 2 is hinged-support schematic diagram in tunnel lining structure crack treatment analog platform；
Fig. 3 is provision for disengagement schematic diagram in tunnel lining structure crack treatment analog platform；
Fig. 4 is tunnel lining structure crack treatment analog platform schematic three dimensional views；
Each label is meant that in figure: 1- spring；2- arc steel tank；3- tension dynamometer；4- force loading device；5- test specimen
Fixed device；6- test specimen；7- hinged-support；8- testing stand；9- provision for disengagement；10- support frame；11- branch seat；12- shaft；13-
Horizontal rectangular plate；14- foot pedal；15- pillar support frame；The vertical rectangular slab of 16-.
Specific embodiment
Embodiment 1
This gives a kind of tunnel lining structure crack treatment imitative experiment platforms, including testing stand, further include
Displacement meter, two independent arc steel tanks 2 and the hinged-support 7 being mounted on the testing stand, the arc steel tank 2 it is transversal
Face is rectangle；The lower surface of two described 2 one end of arc steel tank is connect with hinged-support 7 and two arc steel tanks 2 collectively form
One arc-shaped workpiece；The other end of two arc steel tanks passes through support rod joint test platform and support rod and arc steel tank
Between it is hinged；Force loading device 4, the corresponding power of arc steelframe are provided with below the other end of two arc steel tanks
Tension dynamometer 3 is provided between loading device 4；Two arc steel tanks are provided with test specimen close to one end of hinged-support 7
Fixed device 5；Displacement meter is mounted on test specimen.
Above technical scheme provides one kind close to actual tunnel lining structure crack treatment imitative experiment platform, passes through
Force loading device provides cracking tension to test specimen, and force loading device is mutually twisted with transmission shaft and is continuously driven, can be accurate
The cracking size of control critical eigenvalue, meets test accuracy requirement.Tensiometer, Neng Goujing are connected between force loading device and the rigid slot of arc
The displacement of pulling force and test specimen cracking that really measurement force loading device provides, and then test specimen crack can be calculated by Mechanics Calculation
The pulling force born, it is ensured that the reliability of data.Concrete sample is placed in the groove of arc steel tank, with arch lining cutting mould
Fixation device on the outside of shaped steel frame is fixed, and replacement is convenient when experiment.Tunnel-liner loading characteristic is simulated using arc-shaped workpiece, is changed
Direction and the torque for becoming pulling force, change into arc lining cutting tension for horizontal tension, more meet the loading characteristic of tunnel structure, guarantee
The accuracy of platform load.
Wherein, one end on arc steel tank 2 close to corresponding force loading device 4 is connected with spring 1, and 1 pulling force side of spring
To the contrary of the loading force with the force loading device 4；In a non-operative state, spring 1 is in the raw.
It is connected between testing stand and arc steel tank using spring, prevents test specimen during force loading device applied force prominent
Brittle break, the safety of guarantee test so occurs.
Preferably, the test specimen provision for disengagement 9 on testing stand, the test specimen provision for disengagement 9 include being connected by two rectangular slabs
T shape frame, foot pedal 14 made of connecing and two pillar support framves 15；Foot pedal 14 passes through the vertical rectangular slab 16 in T shape frame, and
Hinged with the rectangular slab, two pillar support frame one end and foot pedal are hinged, and the other end passes vertically through the horizontal rectangular in T shape frame
The rectangular slab 13 of plate 13, T shape frame horizontal direction is connected with 8 lower surface of experimental bench.
Test platform increases foot-operated provision for disengagement and uses foot when exchanging concrete sample for from arch lining cutting model steel frame
Provision for disengagement is trampled, by lever principle, cylindrical support frame jacks up test specimen, exchanges for more laborsaving when test specimen.
Wherein, hinged-support includes shaft 12, support frame 10 and Liang Ge branch seat 11, and shaft 12 is fixed on by support frame 10
On testing stand, Liang Ge branch seat 11 is installed in shaft 12 and branch's seat 11 can be rotated relative to shaft 12, each branch
Seat 11 is connected with the lower surface of corresponding 2 one end of arc steel tank.
Shaft is installed on hinged-support, the branch's seat supports arc steel tank installed in shaft, and branch's seat opposite can turn
Axis rotation ensure that arc steel tank can mutually open and close under force loading device effect.
Fixed device, which refers to, is provided with threaded hole 5 on the side of arc steel tank 2, and test specimen 6 and the rigid slot 2 of arc pass through fixed spiral shell
Bolt is mutually fixed.
With bolt fixing concrete test specimen, fixing-stable and convenient disassembly.
Preferably, the force loading device 4 is worm gear loading device.Worm gear loading device is stablized in loading tensile
And it is accurate, it is capable of the accuracy of guarantee test.
Embodiment 2
The present embodiment provides a kind of diagnostic test method in tunnel lining structure crack, comprising the following steps:
Step 1: preparing the test specimen in different size crack, concrete specification are as follows: Size of Crack is respectively 0.5 ㎜, 1 ㎜, 2 ㎜, 5
㎜,10㎜,20㎜；
Step 2: installation test specimen, lasting to load, simulation fracture test specimen stress persistently cracks, and records different stress conditions in real time
Lower cracking degree, the displacement in crack and the size of loading force；
Step 3: replacing the crack test specimen of different size, implementation steps 1 and step 2；
Step 4: according to the resulting data of step 1, step 2 and step 3, summarize the crack test specimen of different size persistently by
Pass during power, in the case where different loading forces, between crack occurrence time, the size in crack and the size of loading force
System.
Embodiment 3
The present embodiment provides a kind of punishment experimental method in tunnel lining structure crack, comprising the following steps:
Step 1: successively selecting the test specimen of a variety of crack specifications；Test specimen is installed on testing stand；Crack specification is 1mm, 2
㎜, 5 ㎜, 10 ㎜ or 20 ㎜.
Step 2: allotment patching material；Patching material is polymer matrix gelling, according to following material and weight proportion tune
System: flyash: metakaolin: composite exciting agent: portland cement: silicon ash=14:65:10:10:1；Wherein composite exciting agent is starched
Liquid is modulated according to following material and weight ratio: quick dissolved sodium silicate: sodium hydroxide: nano silica=8:1:1 match ratio is matched
It sets.
Step 3: simulation Lining Crack punishes experiment, specific steps in different leakage amount are as follows: debugging water percolating capacity point
Not Wei 250 milliliters per minute, 500 milliliters, 800 milliliters, in the case of every kind of water percolating capacity, patching material is injected into crack, at the beginning of it
Solidifying, loading tensile to 1kN records the reading in the presetting period, crack displacement, loading force of patching material under different leakage state respectively
Number；
Step 4: simulation Lining Crack continues to punish experiment, specific steps in the case of stress cracking are as follows: implementation steps 1 and step
After rapid 2, patching material is injected into crack, to initial set, continues loading tensile, loading speed 20N/min cracks to test specimen, real
The Shi Jilu presetting period, load pulling force and crack displacement；
Step 5: simulation Lining Crack is in leak and continues the punishment experiment under stress cracking double factor effect, specific to walk
Suddenly are as follows: step 1 and step 2 are repeated, in the case where testing three kinds of water percolating capacities described in step 3 respectively, by repairing slurries injection
In crack, to its initial set, continue loading tensile, loading speed 20N/min, so that test specimen cracks, the real-time record presetting period,
The pulling force and crack displacement of load.
Step 6: according to the analysis of experimental data repair efficiency measured, adjusting the match ratio of patching material, repeat above-mentioned step
Rapid 1, step 3, step 4 and step 5 record experimental data, and the optimal match ratio for obtaining patching material is flyash: higher ridge
Soil: composite exciting agent: portland cement: silicon ash=14:65:10:10:1；Wherein composite exciting agent slurries according to following material and
Weight ratio modulation: quick dissolved sodium silicate: sodium hydroxide: nano silica=8:1:1.
This tunnel lining structure crack treatment analogue experiment method provides a kind of in pair seeped water and lasting stress cracks
Under weight factor, punishment experiment analogy method is repaired in tunnel lining structure crack.And suitable material ratio, water ash are found by experiment
Than providing a kind of crack patching material cheap, repair efficiency is good.
Claims (3)
1. a kind of tunnel lining structure crack treatment experimental method, which comprises the following steps:
Step 1: successively selecting the test specimen of a variety of crack specifications；Test specimen is installed on testing stand；
Step 2: allotment patching material；
Step 3: simulation Lining Crack punishes experiment, specific steps in different leakage amount are as follows: debugging water percolating capacity, every kind of infiltration
In the case of water, patching material is injected into crack, to its initial set, loading tensile records under different leakage state respectively and repairs material
Presetting period of material, crack displacement, loading force reading；
Step 4: simulation Lining Crack continues to punish experiment, specific steps are as follows: implementation steps 1 and step 2 in the case of stress cracking
Afterwards, patching material is injected into crack, to initial set, continues loading tensile, cracks to test specimen, record presetting period, load in real time
Pulling force and crack displacement；
Step 5: simulation Lining Crack is in leak and continues the punishment experiment under stress cracking double factor effect, specific steps
Are as follows: step 1 and step 2 are repeated, in the case where testing three kinds of water percolating capacities described in step 3 respectively, repairing slurries injection is split
In seam, to its initial set, continue loading tensile, so that test specimen cracks, records presetting period, the pulling force of load and crack position in real time
It moves.
Step 6: according to the analysis of experimental data repair efficiency measured, the match ratio of patching material is adjusted, repeat the above steps 1,
Step 3, step 4 and step 5 record experimental data, obtain the optimal match ratio of patching material.
2. tunnel lining structure crack treatment experimental method as described in claim 1, which is characterized in that in the step 2
Patching material be polymer matrix gelling, modulated according to following material and weight proportion: flyash: metakaolin: compound to swash
Send out agent: portland cement: silicon ash=10~16:60~70:8~13:8~13:1~2.
3. tunnel lining structure crack treatment experimental method as claimed in claim 2, which is characterized in that the composite exciting agent
Slurries are modulated according to the material of following weight ratio: quick dissolved sodium silicate: sodium hydroxide: nano silica=75~85:5~15:5
~15.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810908356.3A CN109238844B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment experimental method |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810908356.3A CN109238844B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment experimental method |
| CN201610537559.7A CN106248480B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment imitative experiment platform and experimental method |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610537559.7A Division CN106248480B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment imitative experiment platform and experimental method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109238844A true CN109238844A (en) | 2019-01-18 |
| CN109238844B CN109238844B (en) | 2020-12-01 |
Family
ID=57613102
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610537559.7A Expired - Fee Related CN106248480B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment imitative experiment platform and experimental method |
| CN201810908356.3A Expired - Fee Related CN109238844B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment experimental method |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610537559.7A Expired - Fee Related CN106248480B (en) | 2016-07-08 | 2016-07-08 | Tunnel lining structure crack treatment imitative experiment platform and experimental method |
Country Status (1)
| Country | Link |
|---|---|
| CN (2) | CN106248480B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117365644A (en) * | 2023-11-17 | 2024-01-09 | 重庆交通大学 | Tunnel lining crack disease treatment platform and method with low traffic influence |
| CN117365644B (en) * | 2023-11-17 | 2024-06-21 | 重庆交通大学 | Tunnel lining crack disease treatment platform and method with low traffic influence |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109827833B (en) * | 2019-03-21 | 2021-03-16 | 招商局重庆交通科研设计院有限公司 | Preparation method of experimental test piece for water seepage characteristic of cracked tunnel lining structure |
| CN114199686B (en) * | 2021-11-05 | 2024-05-14 | 中交特种工程有限公司 | Model test device and method for operating highway tunnel lining disease evolution law |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1068616A (en) * | 1991-07-16 | 1993-02-03 | 武汉水利电力学院 | The anti-leakage method of pressure diversion tunnel man-made fracture control |
| JP2004117319A (en) * | 2002-09-30 | 2004-04-15 | Central Res Inst Of Electric Power Ind | Method for measuring in-situ stress of base rock |
| CN102095638A (en) * | 2010-12-31 | 2011-06-15 | 上海市隧道工程轨道交通设计研究院 | Crack resistance test method of seam sealing material for tunnel seams |
| CN102434175A (en) * | 2012-01-12 | 2012-05-02 | 中国市政工程西北设计研究院有限公司 | Tunnel lining self waterproof drainage system |
| CN102841020A (en) * | 2012-09-06 | 2012-12-26 | 中国水利水电科学研究院 | Test model and method for simulating capacity of resisting cracking caused by high-pressure water of flexible impermeable material |
| CN104500836A (en) * | 2014-12-22 | 2015-04-08 | 中誉远发国际建设集团有限公司 | Trenchless quick repair method of urban underground pipelines |
| CN104563524A (en) * | 2014-12-02 | 2015-04-29 | 中南大学 | Anti-water-seepage prefabricated slab construction method |
| CN204924568U (en) * | 2015-05-08 | 2015-12-30 | 同济大学 | Tunnel seam waterproof performance test device |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61148344A (en) * | 1984-12-22 | 1986-07-07 | Ishikawajima Harima Heavy Ind Co Ltd | Detection of cracking |
| JP2001123794A (en) * | 1999-10-25 | 2001-05-08 | Hazama Gumi Ltd | Tunnel lining method and arch center therefor |
| CN100587461C (en) * | 2006-08-25 | 2010-02-03 | 同济大学 | Tunnel lining component high-temperature mechanical property testing system |
| CN103257080B (en) * | 2013-05-23 | 2015-10-14 | 西南交通大学 | Secondary lining builds device |
| CN205049414U (en) * | 2015-07-28 | 2016-02-24 | 杨喻声 | A evaluation device that is used for fibrage net to consolidate tunnel concrete lining performance |
-
2016
- 2016-07-08 CN CN201610537559.7A patent/CN106248480B/en not_active Expired - Fee Related
- 2016-07-08 CN CN201810908356.3A patent/CN109238844B/en not_active Expired - Fee Related
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1068616A (en) * | 1991-07-16 | 1993-02-03 | 武汉水利电力学院 | The anti-leakage method of pressure diversion tunnel man-made fracture control |
| JP2004117319A (en) * | 2002-09-30 | 2004-04-15 | Central Res Inst Of Electric Power Ind | Method for measuring in-situ stress of base rock |
| CN102095638A (en) * | 2010-12-31 | 2011-06-15 | 上海市隧道工程轨道交通设计研究院 | Crack resistance test method of seam sealing material for tunnel seams |
| CN102434175A (en) * | 2012-01-12 | 2012-05-02 | 中国市政工程西北设计研究院有限公司 | Tunnel lining self waterproof drainage system |
| CN102841020A (en) * | 2012-09-06 | 2012-12-26 | 中国水利水电科学研究院 | Test model and method for simulating capacity of resisting cracking caused by high-pressure water of flexible impermeable material |
| CN104563524A (en) * | 2014-12-02 | 2015-04-29 | 中南大学 | Anti-water-seepage prefabricated slab construction method |
| CN104500836A (en) * | 2014-12-22 | 2015-04-08 | 中誉远发国际建设集团有限公司 | Trenchless quick repair method of urban underground pipelines |
| CN204924568U (en) * | 2015-05-08 | 2015-12-30 | 同济大学 | Tunnel seam waterproof performance test device |
Non-Patent Citations (2)
| Title |
|---|
| 孙东迁: "隧洞衬砌裂缝成因分析及处理措施研究", 《陕西水利》 * |
| 徐建光 等: "青铜峡大坝裂缝灌浆处理效果评价", 《西北水电》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117365644A (en) * | 2023-11-17 | 2024-01-09 | 重庆交通大学 | Tunnel lining crack disease treatment platform and method with low traffic influence |
| CN117365644B (en) * | 2023-11-17 | 2024-06-21 | 重庆交通大学 | Tunnel lining crack disease treatment platform and method with low traffic influence |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106248480B (en) | 2019-01-22 |
| CN109238844B (en) | 2020-12-01 |
| CN106248480A (en) | 2016-12-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103267682B (en) | The proving installation of material creep and method of testing under tension and environment coupled action | |
| CN110441145B (en) | Tunnel lining concrete durability test method | |
| CN106053239B (en) | The test system and test method of anchoring-bolt system Aging Characteristic based on reaction frame | |
| CN110220834A (en) | Visualize three axis seepage tests methods of Single Fracture rock stress-seepage flow coupling sample | |
| CN107063884A (en) | A kind of lower experimental provision and test method for evaluating porous asphalt pavement high-temperature behavior of multi- scenarios method effect | |
| CN104833555A (en) | Producing method of intermittent-filling fracture rock sample model | |
| CN108120826B (en) | Comprehensive sleeve grouting test device and test method | |
| CN106248480B (en) | Tunnel lining structure crack treatment imitative experiment platform and experimental method | |
| CN106153462A (en) | A kind of asphalt pressure turns round failure by shear performance test apparatus | |
| CN112748029A (en) | Semi-flexible asphalt concrete interface phase fretting fatigue test device and method | |
| CN112444450A (en) | FRP (fiber reinforced plastic) reinforced concrete beam durability test device under load/temperature/environment coupling action | |
| CN107848886A (en) | With the self-compacting concrete structure from roughening characteristic | |
| Lubbers | Bond performance between ultra-high performance concrete and prestressing strands | |
| CN108196039A (en) | Characteristic of crack and its simulator and method on overlay influence between broken block | |
| CN110387913A (en) | A kind of test method that stiff composite pile bearing capacity is tangentially tested | |
| CN2510853Y (en) | Consolidation-pressure and shear stress loading apparatus for rock crevice seepage test | |
| CN205246449U (en) | Concrete member applys test device of axial tension load | |
| CN217916029U (en) | Concrete resistance to compression and impervious test block preparation facilities | |
| CN108398319B (en) | Ultra-high water filling material creep test device and use method thereof | |
| CN107044939A (en) | The experimental provision and method of evaluating cementing concrete slurry system activity self-reparing capability | |
| Hassan | Ultra high performance fibre reinforced concrete for highway bridge applications | |
| CN206740534U (en) | Axial push-pull experimental rig under effect of contraction | |
| CN207851072U (en) | Characteristic of crack and its simulator that overlay is influenced between a kind of broken block | |
| CN109765108B (en) | Anchor spraying supporting effect testing device and method for combined body simulation surrounding rock | |
| CN107655742A (en) | Extrusion side wall test specimen makes mould and its method for making test specimen |
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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20201201 Termination date: 20210708 |