CN104483446A - Method for filling fractures and monitoring element burying in underground engineering model test - Google Patents
Method for filling fractures and monitoring element burying in underground engineering model test Download PDFInfo
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- CN104483446A CN104483446A CN201410587444.XA CN201410587444A CN104483446A CN 104483446 A CN104483446 A CN 104483446A CN 201410587444 A CN201410587444 A CN 201410587444A CN 104483446 A CN104483446 A CN 104483446A
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Abstract
The invention discloses a method for filling fractures and monitoring element burying in an underground engineering model test. The method comprises a, fracture positioning, b, channeling, c, filling, d, displacement meter burying, e, internal optical fiber osmotic-pressure burying, f, sectional resistor osmotic-pressure burying, g, resistance strain brick burying, h, layered positioning and i, filled-fracture formation. The method is convenient for operation and has strong systematicness. The method realizes accurate positioning, effectively improves model test means and improves test result reliability.
Description
Technical field
The present invention relates to test model field, be specifically related to filling fracture in underground project model test and fill and monitoring element method for embedding.
Background technology
Underground project model test carries out analogue simulation to underground works, instructs a kind of effective method and the means of underground engineering design and construction.Underground project model test with similarity theory, Practical Project is become a model according to certain scale smaller according to ratio of similitude, and carry out operating to simulate Practical Project accordingly to model.Therefore, when reducing according to similarity theory, the technological means in Practical Project should be taken care of yourself, such as: filling fracture fills the method buried underground with element and can be embodied in model test as far as possible.
Element is carried out when burying underground in underground project model test, element being put into accurately the position designed is test findings prerequisite accurately and reliably, but due to the restriction of the size of model and the restriction of instrument when carrying out model test, element is buried underground accurately and acquires a certain degree of difficulty.
Summary of the invention
For solving the deficiency that prior art exists, the invention discloses filling fracture in underground project model test and filling and monitoring element method for embedding, structure is simple, accurate positioning, easy to operately can the filling fracture that complete of precise and high efficiency fill work.
For achieving the above object, concrete scheme of the present invention is as follows:
In underground project model test, filling fracture fills the method buried underground with monitoring element, comprises the following steps:
Step one: to the location of filling fracture;
Step 2: grooving: place carries out grooving in location, crack;
Step 3: displacement meter is buried underground: when excavation is after set depth, multipoint displacement meter is put in the groove excavated;
Step 4: optical fiber osmotic pressure element is buried underground: carry out location, crack and bury optical fiber osmotic pressure element underground;
Step 5: section resistance osmotic pressure element is buried underground: carry out location, crack and bury resistance-type osmotic pressure element underground between crack perisporium outside and monitoring section;
Step 6: resistance-strain brick element is buried underground: carry out location, crack and select four of crack edges to bury resistance-strain brick element underground as monitoring point, successively carry out burying monitoring point underground according to the position of monitoring point when burying element underground, bury underground in the process of monitoring point, need reorientate, compaction in layers;
Step 7: Hierarchical Location: along with the filling-up thickness of model increases, continue successively to position the spread in crack and extension, and fill in process at model, protect crack, last filling fracture is formed.
When locating in crack in described step one, according to the position relationship in crack in Practical Project and tunnel, converse the position relationship that tunnel in model test is corresponding with filling fracture, filling fracture is positioned;
After model fills desired location, utilize tape measure, angle square and clinometer rule to measure the planar distribution in crack, carry out location, crack.
The process that in described step 3, displacement meter is buried underground is: carry out location, crack according to the crack locator meams of step one, each layout multipoint displacement meter multipoint displacement meter in the middle part of bottom crack and two narrow limits.
When optical fiber osmotic pressure element is buried underground in described step 4, adopt three iron wire rods to carry out space to optical fiber osmotic pressure element and fix.
The detailed process that in described step 6, resistance-strain brick element is buried underground is:
(6-1). the crack in tunnel is positioned;
(6-2). bury resistance-strain brick underground at the monitoring point place of filling fracture;
(6-3). draw wire by the sidewall of model;
(6-4). successively back-filling underfill material tamping.
Technique scheme is passed through the vertical orientation upper, middle and lower place in crack; The monitoring point arranged bottom four edges and crack and in the middle part of two narrow limits, respectively seepage pressure situation of change, interface misalignment and edge, the crack surrouding rock stress situation of change of monitoring test Process of Karst fracture filling inside.First position crack, grooving afterwards also carries out accurately burying underground of electronic component according to the monitoring point designed.For avoiding element to be moved with the unstability of obturation, when burying underground, effective fixation taked by element, to avoid difference to bury interelement contacting with each other underground, thus improves the accuracy of experimental data.Fill layering after the element following differing heights closely is buried underground carry out and successively tamp.Along with the filling-up thickness of model increases, continue successively to position the spread in crack and extension, and fill in process at model, crack is protected, finally forms filling fracture.Technique scheme can accomplish that carrying out accurate location to element buries underground, thus improves the reliability of test findings.
Beneficial effect of the present invention:
Compared with prior art, the inventive method has the following advantages:
1) operating process key step of the present invention is: the successively compacting of the burying underground of crack location-monitoring element-extraction elements wire-fractured material backfill-backfilling material, operation is very easy.By to the monitoring point arranged on crack, can Real-Time Monitoring the seepage pressure situation of change of output test Process of Karst fracture filling inside, interface misalignment and edge, crack surrouding rock stress situation of change, systematicness is stronger.
2) burying underground in process, this cover system method is successively located, successively buries underground, and take fixation to reinforce oriented element, avoids difference to bury interelement contacting with each other underground, thus improve the accuracy of experimental data, and then improve the reliability of test findings.
3) the invention solves crack in model test and locate inaccurate problem, compared with the research of forefathers, the present invention is simple to operate, easy to use, accurate positioning, effectively can improve the research technique of model test, improve the reliability of test findings, with engineering practice closer to, the geomechanics that the draws likeness in form model investigation achievement scope of application is wider.
Accompanying drawing explanation
Fig. 1 detecting element buries process flow diagram underground.
Embodiment:
Below in conjunction with accompanying drawing, the present invention is described in detail:
As shown in Figure 1, in underground project model test, filling fracture fills and comprises with monitoring element method for embedding: (a) crack is located; (b) grooving; (c) stuff; D () displacement meter is buried underground; E () internal optical fiber osmotic pressure is buried underground; F () section resistance osmotic pressure is buried underground; G () resistance-strain brick is buried underground; (h) Hierarchical Location; I () filling fracture is formed.
According to the position relationship in filling fracture and tunnel, utilize tape measure, angle square and clinometer rule to measure the planar distribution in crack, carry out location, crack; Along with the filling-up thickness of model increases, continue successively to position the spread in crack and extension, and fill in process at model, crack is protected.
In order to monitor obturation inside, need to bury osmotic pressure, displacement and strain gauge element underground.
The inner osmotic pressure monitoring of obturation adopts optical fiber osmotic pressure element, and little being more suitable for of its volume is buried underground; Resistance-type osmotic pressure is buried underground between perisporium outside, crack and monitoring section.
Owing to being embedded in simulation material, usually there is the interactions such as friction with simulation material, impact test figure in testing element, should take measures to reduce it as far as possible and interact.Multipoint displacement meter is by polytetrafluoroethylmaterial material reduction friction, and to ensure that data are accurate, positioning requirements is more accurate, first backfilling material after general placement measuring point.
Because inclination filler is taked in this test, in order to ensure the survival rate of monitoring element, grooving is taked to bury method underground.By the impact of inclination filler, need the monitoring point simultaneously burying differing heights different section underground.Bury underground in the process of monitoring point, need accurately locate, compaction in layers.
In underground project model test, filling fracture fills and monitoring element method for embedding, comprises the following steps:
1) according to the position relationship in filling fracture and tunnel, after model fills design attitude, utilize tape measure, angle square and clinometer rule to measure the planar distribution in crack, carry out location, crack and then carry out grooving at location, crack place.
2) when excavation is after certain depth, multipoint displacement meter is put in the groove excavated, multipoint displacement meter reduces friction by polytetrafluoroethylmaterial material, to ensure that data are accurate, positioning requirements is more accurate, first backfilling material after general placement measuring point, process of specifically burying underground is: location-placement-backfill-filler-compacting.
3) position according to the method for step 1 and bury internal optical fiber osmotic pressure element underground, close crannied body limit wall of should trying one's best when burying underground makes it reduce the impact of obturation; For avoiding element to be moved with the unstability of obturation, adopting three thin wire rods to carry out space to it and fixing.
4) position according to the method for step 1 and bury resistance-type osmotic pressure at crack perisporium underground between outside and monitoring section, resistance-type osmotic pressure shell is hard to be eliminated and to fill in process tamping operation to the impact of element at model.
5) position according to the method for step 1 and bury resistance-strain brick element underground, by the impact of inclination filler, needing the monitoring point simultaneously burying differing heights different section underground.Bury underground in the process of monitoring point, need accurately locate, compaction in layers.Process of specifically burying underground is: locate-put brick-lead-in wire-backfill-compacting.
6) along with the filling-up thickness of model increases, continue successively to position the spread in crack and extension, and fill in process at model, protect crack, like this, filling fracture just defines.
Claims (5)
1. in underground project model test, filling fracture fills the method buried underground with monitoring element, it is characterized in that, comprises the following steps:
Step one: to the location of filling fracture;
Step 2: grooving: place carries out grooving in location, crack;
Step 3: displacement meter is buried underground: when excavation is after set depth, multipoint displacement meter is put in the groove excavated;
Step 4: optical fiber osmotic pressure element is buried underground: carry out location, crack and bury optical fiber osmotic pressure element underground;
Step 5: section resistance osmotic pressure element is buried underground: carry out location, crack and bury resistance-type osmotic pressure element underground between crack perisporium outside and monitoring section;
Step 6: resistance-strain brick element is buried underground: carry out location, crack and select four of crack edges to bury resistance-strain brick element underground as monitoring point, successively carry out burying monitoring point underground according to the position of monitoring point when burying element underground, bury underground in the process of monitoring point, need reorientate, compaction in layers;
Step 7: Hierarchical Location: along with the filling-up thickness of model increases, continue successively to position the spread in crack and extension, and fill in process at model, protect crack, last filling fracture is formed.
2. in underground project model test as claimed in claim 1, filling fracture fills the method buried underground with monitoring element, it is characterized in that, when locating in crack in described step one, according to the position relationship in crack in Practical Project and tunnel, converse the position relationship that tunnel in model test is corresponding with filling fracture, filling fracture is positioned;
After model fills desired location, utilize tape measure, angle square and clinometer rule to measure the planar distribution in crack, carry out location, crack.
3. in underground project model test as claimed in claim 2, filling fracture fills the method buried underground with monitoring element, it is characterized in that, the process that in described step 3, displacement meter is buried underground is: carry out location, crack according to the crack locator meams of step one, each layout multipoint displacement meter multipoint displacement meter in the middle part of bottom crack and two narrow limits, carry out material backfill after having buried original paper underground, and different depth element bury underground and material backfill complete after successively tamp.
4. in underground project model test as claimed in claim 1, filling fracture fills the method buried underground with monitoring element, it is characterized in that, when optical fiber osmotic pressure element is buried underground in described step 4, adopts three iron wire rods to carry out space to optical fiber osmotic pressure element and fixes.
5. in underground project model test as claimed in claim 1, filling fracture fills the method buried underground with monitoring element, and it is characterized in that, the detailed process that in described step 6, resistance-strain brick element is buried underground is:
(6-1). the crack in tunnel is positioned;
(6-2). bury resistance-strain brick underground at the monitoring point place of filling fracture;
(6-3). draw wire by the sidewall of model;
(6-4). successively back-filling underfill material tamping.
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| CN201410587444.XA CN104483446A (en) | 2014-10-28 | 2014-10-28 | Method for filling fractures and monitoring element burying in underground engineering model test |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108020464A (en) * | 2017-10-24 | 2018-05-11 | 河北工程大学 | A kind of method with strain brick calibration analog material uniform level |
| CN108917586A (en) * | 2018-09-27 | 2018-11-30 | 山东科技大学 | A kind of model test strain brick sensor machine table and its operating method |
| CN113433289A (en) * | 2020-03-23 | 2021-09-24 | 中国石油化工股份有限公司 | Method for simulating cracks in oil reservoir and device and method for embedding monitoring element of method |
-
2014
- 2014-10-28 CN CN201410587444.XA patent/CN104483446A/en active Pending
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| 石少帅: "深长隧道充填型致灾构造渗透失稳突涌水机理与风险控制及工程应用", 《中国博士学位论文全文数据库 工程科技Ⅱ辑》 * |
| 速宝玉等: "充填裂隙渗流特性实验研究", 《岩土力学》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108020464A (en) * | 2017-10-24 | 2018-05-11 | 河北工程大学 | A kind of method with strain brick calibration analog material uniform level |
| CN108020464B (en) * | 2017-10-24 | 2020-04-21 | 河北工程大学 | Method for calibrating uniformity degree of similar materials by using strain bricks |
| CN108917586A (en) * | 2018-09-27 | 2018-11-30 | 山东科技大学 | A kind of model test strain brick sensor machine table and its operating method |
| CN113433289A (en) * | 2020-03-23 | 2021-09-24 | 中国石油化工股份有限公司 | Method for simulating cracks in oil reservoir and device and method for embedding monitoring element of method |
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