CN107389008A - A kind of device and method of field monitoring overburden of the goaf space displacement - Google Patents
A kind of device and method of field monitoring overburden of the goaf space displacement Download PDFInfo
- Publication number
- CN107389008A CN107389008A CN201710873949.6A CN201710873949A CN107389008A CN 107389008 A CN107389008 A CN 107389008A CN 201710873949 A CN201710873949 A CN 201710873949A CN 107389008 A CN107389008 A CN 107389008A
- Authority
- CN
- China
- Prior art keywords
- hole
- anchor
- anchor pole
- filling block
- field monitoring
- 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.)
- Pending
Links
- 238000006073 displacement reaction Methods 0.000 title claims abstract description 45
- 238000012544 monitoring process Methods 0.000 title claims abstract description 23
- 238000000034 method Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 29
- 239000010959 steel Substances 0.000 claims abstract description 29
- 239000011435 rock Substances 0.000 claims abstract description 19
- 239000004570 mortar (masonry) Substances 0.000 claims description 17
- 238000009826 distribution Methods 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000007569 slipcasting Methods 0.000 claims description 8
- 238000010276 construction Methods 0.000 claims description 7
- 239000004576 sand Substances 0.000 claims description 6
- 206010058109 Hangnail Diseases 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000000314 lubricant Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 238000005259 measurement Methods 0.000 abstract description 2
- 238000003860 storage Methods 0.000 abstract description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012806 monitoring device Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
- G01B21/02—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring length, width, or thickness
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Piles And Underground Anchors (AREA)
Abstract
A kind of device and method of field monitoring overburden of the goaf space displacement of the present invention, the equipment includes the short steel pipes located at bottom hole end and the sleeve on hole top, at least two anchor poles are plugged in hole, anchor pole one end is connected with anchor head, its other end connects computer by survey line, installs linear displacement transducer on survey line, double-shaft tilt angle sensor is installed on anchor head, it installs A/D converter by cable connection computer on cable.Subterranean strata is monitored using this technical scheme, can laterally and longitudinally displacement measures to underground, solves field monitoring strata movement this problem, can be according to the position where crucial rock stratum, the position of rational adjustment anchor head and quantity, data record and storage are monitored by computer, reduce the workload of Field Force.Its equipment of whole technical scheme and method are simple, and horizontal, longitudinal strata displacement amount can be measured, and measurement accuracy is high, can be greatly facilitated the use to live subterranean strata mobile monitoring.
Description
Technical field：
The present invention relates to goaf displacement monitoring technical field, and in particular to a kind of field monitoring overburden of the goaf space bit
The device and method of shifting.
Background technology：
Construction operation is carried out at the scene, and it is a highly important part that underground strata movement, which is monitored,.With mined out
The highway or other buildings of the engineering geological condition of area and its complexity, subterranean strata is by gravity and the shadow of moving loads
Slump can occur for sound, because the rock property of each layer position is different, so the deflection of each rock stratum is during rock falls
Different, the extruding between rock is it is also possible to produce lateral displacement in the process., can be with by the observation to these deflections
Understand the transverse and longitudinal misalignment of subterranean strata.
For monitoring of the scene to subterranean strata, below earth's surface, conventional observation procedure can not for the mobile generation of rock stratum
Directly obtain rock displacement parameter.By consulting relevant information, also solve this problem without practicable method at present, because
This needs to find a kind of practicable method is observed to strata movement situation under earth's surface.
Therefore, it is necessary to a kind of more applicable monitoring device and method that are used for scene be studied, to solve upper technical problem.
The content of the invention：
, can be to existing it is an object of the invention to provide a kind of device and method of field monitoring overburden of the goaf space displacement
Field subterranean strata transverse and longitudinal displacement is monitored.
To achieve the above object, the present invention uses following technical scheme：
The equipment of a kind of field monitoring overburden of the goaf space displacement provided by the invention, for measuring the rock of different depth
The displacement of layer, it is installed in the hole dug at the goaf being monitored, including：The short steel pipes in the bottom hole portion are installed on,
The short steel pipes inwall is provided with boss, and filling block is embedded with the boss, and the bottom of the short steel pipes is blocked, described
Be hollow-core construction inside filling block, offered on the position that the filling block is in contact with the boss with inside the filling block
The spout hole being connected, the filling block towards offering first through hole on the end face of the hole opening, the first through hole with
It is connected inside the filling block, the water that the hole basal bed is oozed out is entered in the hollow-core construction by the spout hole,
The top in the hole is provided with sleeve, is at least inserted with two anchor poles in the hole, the rock-bolt length is different, the anchor pole
One end be fixed on the top in the hole, its other end is inserted in the hole through the sleeve, and the anchor pole is positioned at described
One end end above hole is external in computer by survey line, and is provided with linear displacement transducer on the survey line, described
One end end that anchor pole is inserted in the hole is installed with anchor head, and double-shaft tilt angle sensor, the twin shaft are provided with anchor head
Obliquity sensor is external in computer by cable, and A/D converter is provided with the cable, slip casting is also inserted with the hole
Pipe, one end of the Grouting Pipe are inserted in the hole through the sleeve, and its end is close to described in filling block direction
The end face of hole opening.
Anchor pole pillar is arranged with outside the anchor pole, the anchor pole pillar has rubber close to one end end set of the anchor head
Plug.
Distribution plate is additionally provided with the hole, multiple second through holes are offered on the distribution plate, the distribution plate passes through
Second through hole is sheathed on the anchor pole pillar, and the anchor pole is separated.
Assembly pulley is fixedly installed above the hole, the cable and survey line are connected by assembly pulley with computer.
End face 3~5cm of the filling block described in the threshold value of the Grouting Pipe towards the hole opening.
The filling block is conical structure, and it is internal to be hollow, and the tip of the cone is inlaid in the boss
On, the boss section is triangle, and its first side fits with the hole inwall, second side and the conical surface phase of cone
Fitting, to block the bottom of the short steel pipes, and the second side is parallel with the circular cone body cone, the cone and
Overfall is opened up on the position that the second side is in contact, the water that the hole basal bed is oozed out is entered by the spout hole
It is described it is hollow in, the cone towards offering first through hole on the end face of the hole opening, the first through hole with it is described
It is connected inside filling block.
The tip of the anchor head is provided with screw thread, and hangnail is provided with the anchor head close to the screw thread, the anchor pole
A diameter of 10~20mm, a diameter of 20~30mm of the anchor head.
Close to one end of anchor pole, anchoring has connecting plate to the anchor head, and the double-shaft tilt angle is connected with the connecting plate and is passed
Sensor.
The inside of the anchor pole pillar is coated with lubricant, to reduce the friction between anchor pole and anchor pole pillar.
The method that overburden of the goaf space displacement is monitored using the said equipment, is comprised the following steps that：
Step 1：Drilled in area to be measured, the top installation sleeve in hole, and the hole being drilled is cleared up；
Step 2：Short steel pipes are arranged on to the bottom in the hole, filling block is inlaid on the boss in the short steel pipes,
The bottom of the short steel pipes is blocked；
Step 3：The anchor head for being provided with double-shaft tilt angle sensor is solidly connected to anchor pole one end, its other end is connected with survey line,
Linear displacement transducer is provided with survey line, by the double-shaft tilt angle sensor connecting cable, A/D conversions are installed on cable
Device, the cable and survey line are all connected to computer；
Step 4：The anchor head end of the different anchor pole of at least two root long degree is plugged in the hole, Grouting Pipe is also plugged
In the hole, and its end is located at the lower section of the anchor pole end；
Step 5：Mortar is injected into the hole by the Grouting Pipe, and mortar is filled to institute along the first through hole
Filling block boring structure is stated, the filling block is blocked the bottom in the hole, in order to avoid running pulp, until starting in the hole
Overfall, stop slip casting；
Step 6：After mortar initial set, the part that the Grouting Pipe is exposed on the outside of the hole is cut off, treats that mortar is completely solidifying
After Gu, read to obtain the vertical displacement of different depth rock stratum and the inclination angle of strata movement by computer, by the way that rock is calculated
The lateral displacement of layer.
The mortar is less than 1mm cleaning fine sand and cement using sand fineness, by the ratio of mud 0.5:1 configuration forms.
A kind of beneficial effect of the device and method of field monitoring overburden of the goaf space displacement of the present invention：Using this skill
Art scheme is monitored to subterranean strata, can to underground, laterally and longitudinally displacement measures, solve field monitoring rock stratum
This mobile problem, can be according to the position where crucial rock stratum, the rational position for adjusting anchor head and quantity, data record and
Storage is monitored by computer, reduces the workload of Field Force.Its equipment of whole technical scheme and method are simple, horizontal
It can be measured to, longitudinal strata displacement amount, and measurement accuracy is high, can be greatly facilitated to live subterranean strata mobile monitoring
Use.
Brief description of the drawings：
Fig. 1 is the overall structure diagram of the equipment of field monitoring overburden of the goaf space displacement of the present invention；
Fig. 2 is the partial structural diagram of anchor head；
Fig. 3 is the structural representation that boss and filling block combine with short steel pipes；
1- computers, 2-A/D converters, 3- cables, 4- sleeves, 5- short steel pipes, 6- cones, 7- Grouting Pipes, 8- twin shafts
Obliquity sensor, 9- anchor heads, 10- anchor poles, 11- anchor pole pillars, 12- distribution plates, 13- assembly pulleys, 14- rubber stoppers, 15- surveys line,
16- linear displacement transducers, 17- spout holes, 18- first through hole, 19- holes, 20- boss.
Embodiment：
With reference to embodiment, the present invention is described in further detail.
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation describes, it is clear that described embodiment is only the part of the embodiment of the present invention, rather than whole embodiments.Base
Embodiment in the present invention, those of ordinary skill in the art obtained under the premise of creative work is not made it is all its
His embodiment, belongs to the scope of protection of the invention.
It is to be appreciated that the directional instruction (such as up, down, left, right, before and after ...) of institute is only used in the embodiment of the present invention
In explaining the relative position relation under a certain particular pose (as shown in drawings) between each part, motion conditions etc., if should
When particular pose changes, then directionality instruction also correspondingly changes therewith.
In addition, the description for being such as related to " first ", " second " in the present invention be only used for describe purpose, and it is not intended that
Indicate or imply its relative importance or the implicit quantity for indicating indicated technical characteristic.Thus, define " first ",
At least one this feature can be expressed or be implicitly included to the feature of " second ".In addition, the technical side between each embodiment
Case can be combined with each other, but must can be implemented as basis with those of ordinary skill in the art, when the combination of technical scheme
Occur conflicting or will be understood that the combination of this technical scheme is not present when can not realize, also not in the guarantor of application claims
Within the scope of shield.
According to Fig. 1, a kind of equipment of field monitoring overburden of the goaf space displacement, for measuring the rock of different depth
The displacement of layer, it is installed in the hole 19 dug at the goaf being monitored, including：It is installed on the diameter of the bottom of hole 19
Scope is 110-140mm short steel pipes 5, and the inwall of short steel pipes 5 is provided with boss 20, filling is embedded with the boss 20
Block, the bottom of the short steel pipes 5 is blocked, can be by the boss 20 before the short steel pipes 5 are placed into the hole 19
It is welded on the inwall of short steel pipes 5, is hollow-core construction inside the filling block, the filling block is in contact with the boss 20
Position on offer the spout hole 17 being connected with inside the filling block, the end that the filling block is open towards the hole 19
First through hole 18 is offered on face, the first through hole 18 is placed with being connected inside the filling block by the short steel pipes 5
During to 19 bottom of hole, the water oozed out in the bottom of hole 19 overflows along the contact surface between the boss 20 and filling block, the water now overflowed
It can be entered by the spout hole 17 in the hollow-core construction, water that can smoothly in tap 19, suffered by reduction short steel pipes 5
Buoyancy so that short steel pipes 5 are smoothly placed into the bottom of hole 19, and when device to hole 19 injects mortar, mortar can be along the first through hole
18 fill to the filling block boring structure, the filling block is blocked the bottom in the hole 19, in order to avoid
Running pulp, the top in the hole 19 are provided with the sleeve 4 that diameter range is 120-150mm, two are at least inserted with the hole 19
Individual anchor pole 10, the length of anchor pole 10 is different, to be distributed at formation depth different in the hole 19, each anchor pole
The top in the hole 19 is fixed in 10 one end, and its other end is inserted in the hole 19 through the sleeve 4, each anchor
Bar 10 is external in computer 1 positioned at one end end of the top of hole 19 by survey line 15, and is provided with the survey line 15
Linear displacement transducer 16, one end end that each anchor pole 10 is inserted in the hole 19 are installed with anchor head 9, and anchor head 9 is put
At the formation depth for needing to measure, and keep anchor head 9 vertical, double-shaft tilt angle sensor is provided with each anchor head 9
8, it be arranged in parallel with anchor pole 10, and each double-shaft tilt angle sensor 8 is external in computer 1 by cable 3, each electricity
The a length of 80mm of size, a width of 40, high 20mm A/D converter 2 are provided with cable 3, the top of hole 19 is fixedly installed pulley
Group 13, each cable 3 and survey line 15 are connected by assembly pulley 13 with computer 1, and slip casting is also inserted with the hole 19
Pipe 7, one end of the Grouting Pipe 7 is inserted in the hole 19 through the sleeve 4, and its end is close to the upper of the filling block
End face, to ensure slip casting effect, in practice, the upper surface of its threshold value filling block is 3~5cm to engineering.
Further, anchor pole pillar 11 is arranged with outside each anchor pole 10, the anchor pole 10 is shielded, institute
One end end set that anchor pole pillar 11 is stated close to the anchor head 9 has rubber stopper 14, to prevent from entering inside the anchor pole pillar 11
Water, and then protect the miscellaneous part in anchor pole pillar 11.
Further, distribution plate 12 is additionally provided with the hole 19, multiple second through holes are offered on the distribution plate 12,
The distribution plate 12 is sheathed on the anchor pole pillar 11 by second through hole, and the anchor pole pillar 11 and described second leads to
Hole is interference fit so that the distribution plate 12 is connected to the outer wall of anchor pole pillar 11 so that distribution plate 12 is steadily arranged on
In the hole 19, the anchor pole 10 is separated by the distribution plate 12, in order to avoid disturbed mutually between anchor pole 10.
Further, as shown in Fig. 2 the tip of the anchor head 9 is provided with screw thread, on the anchor head 9 close to the screw thread
It is provided with hangnail, a diameter of 10~20mm of the anchor pole 10, a diameter of 20~30mm of the anchor head 9.
Further, in the present embodiment, as shown in figure 3, the filling block is the structure of cone 6, and it is internal for sky
The heart, the tip of the cone 6 are inlaid on the boss 20, and the section of boss 20 is triangle, its first side and institute
The inwall of hole 19 to be stated to fit, second side and the conical surface of cone 6 fit, to block the bottom of the short steel pipes 5, and it is described
Second side is parallel with the conical surface of cone 6, is opened up on the position that the cone 6 is in contact with the second side excessive
Head piece, the water that the basal bed of hole 19 is oozed out by the spout hole 17 enter it is described it is hollow in, the cone 6 is towards institute
State and offer first through hole 18 on the end face of the opening of hole 19, the first through hole 18 inside the filling block with being connected.
Further, the anchor head 9 close to anchor pole 10 one end anchoring have connecting plate, on the connecting plate it is affixed
State double-shaft tilt angle sensor 8 so that the mounting surface and tested surface of double-shaft tilt angle sensor 8 fix consolidation, and contact is smooth, avoids making
Error caused by vibration during industry.
Further, the inside of the anchor pole pillar 11 is coated with lubricant, with reduce anchor pole 10 and anchor pole pillar 11 it
Between friction.
The method that overburden of the goaf space displacement is monitored using the said equipment, is comprised the following steps that：
Step 1：Drilling 19 is carried out in area to be measured, sleeve 4 is arranged on to the top in the hole 19, and the hole 19 that will be drilled
Cleared up；
Step 2：Short steel pipes 5 are arranged on to the bottom in the hole 19, filling block are inlaid in convex in the short steel pipes 5
On platform 20, the bottom of the short steel pipes 5 is blocked；
Step 3：The anchor head 9 for being provided with double-shaft tilt angle sensor 8 is solidly connected to the one end of anchor pole 10, its other end is connected with
Survey line 15, linear displacement transducer 16 is provided with survey line 15, by the connecting cable 3 of double-shaft tilt angle sensor 8, on cable 3
A/D converter 2 is installed, the cable 3 and survey line 15 are all connected to computer 1, and pasted respectively on cable 3 and survey line 15
Upper number label；
Step 4：The end of anchor head 9 of the different anchor pole 10 of at least two root long degree is plugged in the hole 19, by Grouting Pipe 7
Also it is inserted in the hole 19, and its end is located at the lower section of the end of anchor pole 10, and the end ratio of Grouting Pipe 7 is plugged in hole
Most deep anchor head 9 grows 1.5m distance in 19, and multiple slurry outlets are bored in the end of the slurry output end in Grouting Pipe 7, is easy to more preferable
Pulp；
Step 5：Mortar is injected into the hole 19 by the Grouting Pipe 7, the mortar is less than using sand fineness
1mm cleaning fine sand and cement, by the ratio of mud 0.5:1 configuration is formed, and mortar is filled to described along the first through hole 18 and filled out
Block boring structure is filled, the filling block is blocked the bottom in the hole 19, in order to avoid running pulp, the interior meeting of slip casting process mesopore 19
Constantly there is air discharge, until starting overfall in the hole 19, stop slip casting；
Step 6：After mortar initial set, the part that the Grouting Pipe 7 exposes to the outside of hole 19 is cut off, general 16 is small
Shi Hou, mortar are solidified completely, and the situation of movement of subterranean strata is observed by computer 1, i.e., read by computer 1
To the vertical displacement H of different depth rock stratum and the inclination alpha of strata movement, calculated by the inclination alpha of vertical displacement H and strata movement
Lateral displacement L=H × tan α of rock stratum are obtained, and then obtain the horizontal stroke of rock stratum, length travel.
Finally it should be noted that：The above embodiments are merely illustrative of the technical scheme of the present invention and are not intended to be limiting thereof, to the greatest extent
The present invention is described in detail with reference to above-described embodiment for pipe, those of ordinary skills in the art should understand that：Still may be used
Modified or equivalent substitution with the embodiment to the present invention, and repaiied without departing from any of spirit and scope of the invention
Change or equivalent substitution, it all should cover among present claims scope.
Claims (10)
1. a kind of equipment of field monitoring overburden of the goaf space displacement, the displacement of the rock stratum for measuring different depth, it is pacified
Loaded in the hole dug at the goaf being monitored, it is characterised in that：Including：It is installed on the short steel pipes in the bottom hole portion, institute
State short steel pipes inwall and be provided with boss, filling block is embedded with the boss, the bottom of the short steel pipes is blocked, it is described to fill out
It is hollow-core construction to fill inside block, is offered on the position that the filling block is in contact with the boss and phase inside the filling block
The spout hole of connection, the filling block is towards offering first through hole, the first through hole and institute on the end face of the hole opening
State and be connected inside filling block, the water that the hole basal bed is oozed out is entered in the hollow-core construction by the spout hole, institute
The top for stating hole is provided with sleeve, is at least inserted with two anchor poles in the hole, the rock-bolt length is different, the anchor pole
The top in the hole is fixed in one end, and its other end is inserted in the hole through the sleeve, and the anchor pole is located at the hole
One end end of top is external in computer by survey line, and linear displacement transducer is provided with the survey line, the anchor
One end end that bar is inserted in the hole is installed with anchor head, and double-shaft tilt angle sensor is provided with anchor head, and the twin shaft inclines
Angle transducer is external in computer by cable, and A/D converter is provided with the cable, slip casting is also inserted with the hole
Pipe, one end of the Grouting Pipe are inserted in the hole through the sleeve, and its end is close to described in filling block direction
The end face of hole opening.
A kind of 2. equipment of field monitoring overburden of the goaf space displacement according to claim 1, it is characterised in that：It is described
Anchor pole pillar is arranged with outside anchor pole, the anchor pole pillar has rubber stopper close to one end end set of the anchor head.
A kind of 3. equipment of field monitoring overburden of the goaf space displacement according to claim 1, it is characterised in that：It is described
Distribution plate is additionally provided with hole, multiple second through holes are offered on the distribution plate, the distribution plate passes through second through hole
It is sheathed on the anchor pole pillar, the anchor pole is separated.
A kind of 4. equipment of field monitoring overburden of the goaf space displacement according to claim 1, it is characterised in that：It is described
Assembly pulley is fixedly installed above hole, the cable and survey line are connected by assembly pulley with computer.
A kind of 5. equipment of field monitoring overburden of the goaf space displacement according to claim 1, it is characterised in that：It is described
End face 3~5cm of the filling block described in the threshold value of Grouting Pipe towards the hole opening.
A kind of 6. equipment of field monitoring overburden of the goaf space displacement according to claim 1, it is characterised in that：It is described
Filling block is conical structure, and its inside is hollow, and the tip of the cone is inlaid on the boss, and the boss is cut
Face is triangle, and its first side fits with the hole inwall, and the conical surface of second side and cone fits, to block
The bottom of short steel pipes is stated, and the second side is parallel with the circular cone body cone, the cone and the second side
Open up overfall on the position being in contact, the water that the hole basal bed is oozed out by the spout hole enter it is described it is hollow in,
The cone is towards offering first through hole on the end face of the hole opening, phase inside the first through hole and the filling block
Connection.
A kind of 7. equipment of field monitoring overburden of the goaf space displacement according to claim 1, it is characterised in that：It is described
The tip of anchor head is provided with screw thread, and hangnail is provided with the anchor head close to the screw thread, the anchor pole a diameter of 10~
20mm, a diameter of 20~30mm of the anchor head.
A kind of 8. equipment of field monitoring overburden of the goaf space displacement according to claim 2, it is characterised in that：It is described
Close to one end of anchor pole, anchoring has connecting plate to anchor head, and the double-shaft tilt angle sensor, the anchor are connected with the connecting plate
The inside of bar pillar is coated with lubricant, to reduce the friction between anchor pole and anchor pole pillar.
9. the method for overburden of the goaf space displacement is monitored using the equipment described in claim 1, it is characterised in that：Specific step
It is rapid as follows：
Step 1：Drilled in area to be measured, the top installation sleeve in hole, and the hole being drilled is cleared up；
Step 2：Short steel pipes are arranged on to the bottom in the hole, filling block are inlaid on the boss in the short steel pipes, to institute
The bottom for stating short steel pipes is blocked；
Step 3：The anchor head for being provided with double-shaft tilt angle sensor is solidly connected to anchor pole one end, its other end is connected with survey line, survey line
On be provided with linear displacement transducer, by the double-shaft tilt angle sensor connecting cable, A/D converter is installed on cable, will
The cable and survey line are all connected to computer；
Step 4：The anchor head end of the different anchor pole of at least two root long degree is plugged in the hole, Grouting Pipe is also inserted in institute
State in hole, and its end is located at the lower section of the anchor pole end；
Step 5：Mortar is injected into the hole by the Grouting Pipe, and mortar is filled to described along the first through hole and filled out
Block boring structure is filled, the filling block is blocked the bottom in the hole, in order to avoid running pulp, until starting back in the hole
Slurry, stop slip casting；
Step 6：After mortar initial set, the part that the Grouting Pipe is exposed on the outside of the hole is cut off, treats that mortar solidifies completely
Afterwards, read to obtain the vertical displacement of different depth rock stratum and the inclination angle of strata movement by computer, by the way that rock stratum is calculated
Lateral displacement.
10. according to the method for claim 9, it is characterised in that：The mortar is thin less than 1mm cleaning using sand fineness
Sand and cement, by the ratio of mud 0.5:1 configuration forms.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710873949.6A CN107389008A (en) | 2017-09-25 | 2017-09-25 | A kind of device and method of field monitoring overburden of the goaf space displacement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710873949.6A CN107389008A (en) | 2017-09-25 | 2017-09-25 | A kind of device and method of field monitoring overburden of the goaf space displacement |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107389008A true CN107389008A (en) | 2017-11-24 |
Family
ID=60350365
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710873949.6A Pending CN107389008A (en) | 2017-09-25 | 2017-09-25 | A kind of device and method of field monitoring overburden of the goaf space displacement |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107389008A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108590766A (en) * | 2018-04-20 | 2018-09-28 | 程刚 | A kind of depression of coal mine gob overlying warp damage rock stratum monitors system |
| CN109632167A (en) * | 2019-02-11 | 2019-04-16 | 鞍钢集团矿业有限公司 | Rock mass stress monitoring device and monitoring method inside bare ground |
| CN110307030A (en) * | 2019-06-15 | 2019-10-08 | 龙口矿业集团有限公司 | Bury high tensile steel tube method in a kind of unitized production work face goaf |
| CN113236239A (en) * | 2021-05-27 | 2021-08-10 | 中煤科工开采研究院有限公司 | System for monitoring large-range deep part layered stay wire displacement of overburden rock mining in coal mine |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4305687A (en) * | 1979-01-26 | 1981-12-15 | Jack Parker | Anchoring system for rock bolts |
| CN101915094A (en) * | 2010-08-04 | 2010-12-15 | 煤炭科学研究总院重庆研究院 | Continuous monitoring system of overburden rock displacement in ore bed mining process and structuring method thereof |
| CN103278065A (en) * | 2013-05-17 | 2013-09-04 | 广东宏大***股份有限公司 | Rock stratum bidirectional displacement monitoring device and monitoring method |
| CN103290827A (en) * | 2013-06-17 | 2013-09-11 | 中国水利水电第十四工程局有限公司 | Mounting, burying and grouting method for multi-point displacement meter |
| CN103591915A (en) * | 2013-11-25 | 2014-02-19 | 中国矿业大学(北京) | Early warning system for monitoring deep hole tension type multipoint displacement and construction method |
| CN203479283U (en) * | 2013-09-05 | 2014-03-12 | 山东黄金矿业(莱州)有限公司三山岛金矿 | Single point displacement meter used for measuring stope roof strata displacement |
| CN105067774A (en) * | 2015-08-10 | 2015-11-18 | 河南理工大学 | Device and method used or monitoring rock strata movement in three-dimensional similar material simulation experiment |
| CN204807075U (en) * | 2015-07-17 | 2015-11-25 | 北京矿冶研究总院 | Rock mass internal catastrophe process continuous monitoring equipment |
| CN205027720U (en) * | 2015-08-10 | 2016-02-10 | 河南理工大学 | Monitoring strata displacement's device among three -dimensional similar material simulation experiment |
| CN106523030A (en) * | 2015-09-13 | 2017-03-22 | 四川远德安防检测设备有限公司 | Roadway surrounding rock mass separation layer monitoring and early warning device |
| CN207180639U (en) * | 2017-09-25 | 2018-04-03 | 辽宁工程技术大学 | A kind of equipment of field monitoring overburden of the goaf space displacement |
-
2017
- 2017-09-25 CN CN201710873949.6A patent/CN107389008A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4305687A (en) * | 1979-01-26 | 1981-12-15 | Jack Parker | Anchoring system for rock bolts |
| CN101915094A (en) * | 2010-08-04 | 2010-12-15 | 煤炭科学研究总院重庆研究院 | Continuous monitoring system of overburden rock displacement in ore bed mining process and structuring method thereof |
| CN103278065A (en) * | 2013-05-17 | 2013-09-04 | 广东宏大***股份有限公司 | Rock stratum bidirectional displacement monitoring device and monitoring method |
| CN103290827A (en) * | 2013-06-17 | 2013-09-11 | 中国水利水电第十四工程局有限公司 | Mounting, burying and grouting method for multi-point displacement meter |
| CN203479283U (en) * | 2013-09-05 | 2014-03-12 | 山东黄金矿业(莱州)有限公司三山岛金矿 | Single point displacement meter used for measuring stope roof strata displacement |
| CN103591915A (en) * | 2013-11-25 | 2014-02-19 | 中国矿业大学(北京) | Early warning system for monitoring deep hole tension type multipoint displacement and construction method |
| CN204807075U (en) * | 2015-07-17 | 2015-11-25 | 北京矿冶研究总院 | Rock mass internal catastrophe process continuous monitoring equipment |
| CN105067774A (en) * | 2015-08-10 | 2015-11-18 | 河南理工大学 | Device and method used or monitoring rock strata movement in three-dimensional similar material simulation experiment |
| CN205027720U (en) * | 2015-08-10 | 2016-02-10 | 河南理工大学 | Monitoring strata displacement's device among three -dimensional similar material simulation experiment |
| CN106523030A (en) * | 2015-09-13 | 2017-03-22 | 四川远德安防检测设备有限公司 | Roadway surrounding rock mass separation layer monitoring and early warning device |
| CN207180639U (en) * | 2017-09-25 | 2018-04-03 | 辽宁工程技术大学 | A kind of equipment of field monitoring overburden of the goaf space displacement |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108590766A (en) * | 2018-04-20 | 2018-09-28 | 程刚 | A kind of depression of coal mine gob overlying warp damage rock stratum monitors system |
| CN109632167A (en) * | 2019-02-11 | 2019-04-16 | 鞍钢集团矿业有限公司 | Rock mass stress monitoring device and monitoring method inside bare ground |
| CN110307030A (en) * | 2019-06-15 | 2019-10-08 | 龙口矿业集团有限公司 | Bury high tensile steel tube method in a kind of unitized production work face goaf |
| CN113236239A (en) * | 2021-05-27 | 2021-08-10 | 中煤科工开采研究院有限公司 | System for monitoring large-range deep part layered stay wire displacement of overburden rock mining in coal mine |
| CN113236239B (en) * | 2021-05-27 | 2022-01-07 | 中煤科工开采研究院有限公司 | System for monitoring large-range deep part layered stay wire displacement of overburden rock mining in coal mine |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN207180639U (en) | A kind of equipment of field monitoring overburden of the goaf space displacement | |
| CN107389008A (en) | A kind of device and method of field monitoring overburden of the goaf space displacement | |
| CN109116411B (en) | Microseismic sensors are fixed and recyclable device in a kind of hole suitable for different pore size | |
| CN102767194B (en) | Construction method for treating operating metro tunnel settlement by using anchor cable method | |
| CN105040775B (en) | Deep layer pressure-bearing artesian well plugging system and method | |
| CN111456723B (en) | One-hole dual-purpose method for overburden three-zone detection and rock stratum movement monitoring | |
| CN104120731A (en) | Tunnel settlement protecting device and construction method thereof | |
| CN103471648A (en) | Disturbance construction monitoring method of top pipe tunnel | |
| CN107525557B (en) | A kind of accurate method for measuring coal mine underground reservoir capacity | |
| CN113279808B (en) | Intelligent gas extraction system and method based on double-layer directional long drill hole | |
| CN103161476A (en) | Mechanical shaft-forming method of shield cutterhead maintenance shaft in tunnel and underground construction | |
| CN106918322B (en) | Horizontal and vertical deformation combined test method for deep rock mass or soil body | |
| CN103410522A (en) | Continuous close-range underpass railway bridge construction method employing shallow tunneling method | |
| CN102926413A (en) | Embedded pipe for sampling pile tip of filling pile | |
| CN110093912A (en) | A kind of surface subsidence deformation monitoring device and its construction method | |
| CN106595548A (en) | Displacement measuring method for the inner part of enclosing rock for tunnel inner face | |
| CN210833966U (en) | Shield tunnel soil pressure cell fixing device | |
| CN105484731A (en) | Inclination measurement hole construction method | |
| CN103104289B (en) | A kind of mine water disaster treatment method | |
| CN207335617U (en) | A kind of existing roadbed, the monitoring of structures of slope stability | |
| CN103323156A (en) | Dangerous rock landslide body stress collection sensor and installation method thereof | |
| CN108755694B (en) | Slurry stopper and full-hole grouting method for multiple karst caves | |
| CN216525808U (en) | Monitoring system for pore pressure and inclination of soil body around constructed bridge pile | |
| CN113863279B (en) | Method for vertically controlling soil deformation through real-time dynamic repeatable reversible grouting | |
| CN100541116C (en) | The installation method of deep-well drilling rock movement observation device and rock movement surveying point thereof |
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 | ||
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20171124 |