CN104914484A - Roadway surrounding rock stability combined testing device and testing method - Google Patents
Roadway surrounding rock stability combined testing device and testing method Download PDFInfo
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- CN104914484A CN104914484A CN201510292207.5A CN201510292207A CN104914484A CN 104914484 A CN104914484 A CN 104914484A CN 201510292207 A CN201510292207 A CN 201510292207A CN 104914484 A CN104914484 A CN 104914484A
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Abstract
The invention discloses a roadway surrounding rock stability combined testing device and a testing method, The roadway surrounding rock stability combined testing device comprises a control host, a borehole observation instrument, a loosening circle test instrument and a geology radar test instrument. The borehole observation instrument is used for testing the surrounding rock crack developing degree on the inner wall of the borehole bored on the side of the roadway or on the top plate of the roadway; the loosening cycle tester is used for performing the loosening cycle test on the surrounding rock in the circumference of the borehole; and the geology radar test instrument is used for testing the stability of the surrounding rocks on the top or the side of the roadway under the coal mine. The testing method comprises steps of 1 hole boring, 2 a surrounding rock stability combined test including a single hole test and a roadway integral geography radar detection, 3 comprehensive analysis and determination, 4 surrounding rock stability combined test of a next roadway segment, 5 multiple times of repeating step 4, and then the surrounding rock stability under the coal mine combined test process is finished. The roadway surrounding rock stability combined testing device and the testing method disclosed by the invention realizes convenience and accurate test results, and solves the problems in the prior art the accuracy is low and the accuracy of testing the stability of the roadway surrounding rock is hard by using a single monitoring mean.
Description
Technical field
The invention belongs to ground and mining engineering technical field, especially relate to a kind of improving stability of surrounding rocks in roadway joint test device and method of testing.
Background technology
For ensureing that coal mine down-hole tunnel is stablized, Detection Techniques can be applied test roadway surrounding rock before carrying out roadway support design, by stablizing the analysis and summary assessment roadway surrounding rock of result of detection, for roadway support design provides foundation, to carry out roadway support design to stability of surrounding rock in various degree.Nowadays, more to mine wall rock's level technological means, such as acoustic emission, optical fiber, resistance taseometer etc., but all concentrate on a certain technological means, because coal rock layer composes the diversity and complicacy of depositing, more by extraneous factor interference in the maximization of bulk and at the scene monitoring, there is distortion phenomenon in a lot of monitoring result, visible single monitoring means carries out rock body quality of mine monitoring within the scope of specific Space Time-ground, is difficult to realize enough effectively instructing to engineering practice.Mainly there is following several respects problem in existing single monitoring means: the first, the development degree in one borehole hole wall crack cannot reflect the overall looks of wall-rock crack, and precision is lower; The second, the roadway surrounding rock cranny development range test centered by one borehole, cannot detect other structures such as complex condition water leg, goaf, accuracy of detection is lower; Three, detect water leg, the position of goaf and other structure (as reinforcing bar etc.) and scope, cannot provide foundation to the supporting in tunnel, local, monitoring accuracy is lower; Four, in original Drift stability measuring technology, the technology such as development degree, loose range size, structure variation of wall-rock crack is all independent application, and accuracy is lower; Five, along with the orebody mining that the increase of mining depth is more enters deep, the natural occurrence condition such as wall-rock crack and loose range becomes increasingly complex, and single Detection Techniques can not carry out perfect assessment to stability of surrounding rock, and precision is lower.
Summary of the invention
Technical matters to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of improving stability of surrounding rocks in roadway joint test device is provided, its structure is simple, reasonable in design and use easy and simple to handle, test result accurate, can solve the precision that existing single monitoring means exists lower, be difficult to carry out accurate problem of testing to improving stability of surrounding rocks in roadway.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of improving stability of surrounding rocks in roadway joint test device, it is characterized in that: comprise main control system, the inspection instrument for borehole that the wall-rock crack development degree of coal mine down-hole tunnel top board or tunnel being helped to the drill hole inner wall drilled through is tested, the relaxation zone tester that all gusset rocks of boring are carried out relaxation zone test and the geologic radar detection instrument that the adjoining rock stability situation that coal mine down-hole tunnel top board or tunnel are helped is tested, described inspection instrument for borehole, relaxation zone tester and geologic radar detection instrument all connect with main control system.
Above-mentioned improving stability of surrounding rocks in roadway joint test device, is characterized in that: described inspection instrument for borehole, relaxation zone tester and geologic radar detection instrument are all connected by cable with between main control system.
Above-mentioned improving stability of surrounding rocks in roadway joint test device, is characterized in that: also comprise translating trolleys and to be arranged on translating trolleys and length-adjustable telescopic arm, described inspection instrument for borehole and relaxation zone tester are installed on telescopic arm; Described translating trolleys comprises horizontal frame and is arranged on the multiple road wheels bottom described horizontal frame, described geologic radar detection instrument and main control system are installed in described horizontal frame, and described geologic radar detection instrument is arranged on the back side top of described horizontal frame.
Above-mentioned improving stability of surrounding rocks in roadway joint test device, it is characterized in that: also comprise a slip base being arranged on the translation track on front side of described horizontal frame and can moving forward and backward along translation track, described slip base is arranged on translation track, is arranged on slip base bottom described telescopic arm; Described translation track along described horizontal frame transverse width direction lay and its xsect is undercut shape, described translation track is formed by connecting by a horizontal rail being positioned at described horizontal frame top and two vertical tracks laid respectively at below the described horizontal rail left and right sides, and described horizontal rail and two described vertical tracks are all laid on same vertical plane.
Above-mentioned improving stability of surrounding rocks in roadway joint test device, is characterized in that: be connected in hinged way with between slip base bottom described telescopic arm, described slip base is equipped with the hinged seat for installing bottom telescopic arm; Described slip base is provided with the adjustment structure that the angle between telescopic arm and slip base is regulated, described adjustment structure is hydraulic cylinder, and the cylinder base of described hydraulic cylinder is arranged on slip base and its piston rod top in hinged way and is arranged in hinged way on telescopic arm; Described telescopic arm comprises expansion link and the extension sleeve of multiple coaxial packages from the inside to the outside on expansion link, and described inspection instrument for borehole and relaxation zone tester are installed on expansion link.
Simultaneously, the invention also discloses the improving stability of surrounding rocks in roadway joint test method that a kind of method step is simple, realize convenient and good test effect, can carry out accurately test to improving stability of surrounding rocks in roadway, it is characterized in that: the direction extending longitudinally along tunnel, before backward, divide multiple tunnels sections to carry out stability of surrounding rock joint test to coal mine down-hole tunnel, the stability of surrounding rock joint test method of multiple described tunnels sections is all identical; When stability of surrounding rock joint test is carried out for any one tunnel sections, comprise the following steps:
Step one, boring: drilled through in the sections of tested tunnel by rig and organize boring more, the described boring of many groups is laid before backward; Often organize described boring and include three borings, three described boring is respectively the boring being laid in boring on coal mine down-hole tunnel top board and two tunnels, the left and right sides being laid in coal mine down-hole tunnel respectively and helping;
Step 2, stability of surrounding rock joint test, process is as follows:
Step 201, single hole are tested: test respectively many groups that drill through in step one described borings, and in the described boring of many groups, the method for testing of all boring is all identical; When any one boring is tested, comprise the following steps:
Step 2011, boring are spied on: the image information being obtained tested drill hole inner wall by inspection instrument for borehole, and the image information of acquisition is uploaded to main control system carries out simultaneous display and record; According to the image information of main control system display, the wall-rock crack development degree of tested drill hole inner wall is judged;
Step 2012, wall rock loosening are tested: adopt relaxation zone tester to carry out relaxation zone test to tested boring, and relaxation zone test result is uploaded to main control system carries out simultaneous display and record; According to the relaxation zone test result of main control system display, the loosening area of surrounding rocks of all gusset rocks of tested boring is judged, completes the single hole test process of tested boring, and record is carried out to the single hole test result of this boring;
The single hole test result of described tested boring comprises the inwall wall-rock crack development degree of this boring and the loosening area of surrounding rocks of all gusset rocks;
Step 2013, repeatedly repetition step 2011, to step 2012, until complete the single hole test process of all boring on the sections of tested tunnel, and obtain the single hole test result of all boring;
Step 202, the overall geologic radar detection in tunnel: adopt geologic radar detection instrument, help to carry out full section scanning respectively to the top board of tested tunnel sections, base plate and tunnel, the left and right sides by before backward, and scanning result is uploaded to main control system and carries out simultaneous display and record; According to the scanning result of main control system display, the adjoining rock stability situation of the top board of tested tunnel sections, base plate and tunnel, left and right sides side is judged, and the position that whether there is cavity and existing cavity is helped to top board, base plate and tunnel, the left and right sides and structure is determined, complete the geologic radar detection process of tested tunnel sections, and record is carried out to the geologic radar detection result of tested tunnel sections;
The geologic radar detection result of described tested tunnel sections comprises the top board of this tunnel sections, base plate and the adjoining rock stability situation of tunnel, left and right sides side, the position that whether there is cavity and existing cavity and structure;
Step 3, comprehensive analysis and judgement: the geologic radar detection result drawing tested tunnel sections in the single hole test result of all boring in the sections of tested tunnel in integrating step 201 and step 202, the stability of surrounding rock of tested tunnel sections is determined, completes the stability of surrounding rock joint test process of tested tunnel sections;
Step 4, according to the method described in step one to step 3, stability of surrounding rock joint test is carried out to next tunnel sections;
Step 5, repeatedly repeat step 4, until complete the stability of surrounding rock joint test process of coal mine down-hole tunnel.
Said method, is characterized in that: carry out boring in step 2011 when spying on, first moved at the bottom of hole in the aperture of inspection instrument for borehole from tested boring, then inspection instrument for borehole is moved to aperture at the bottom of the hole of tested boring; In described inspection instrument for borehole moving process, the synchronous image information obtaining tested drill hole inner wall position; When the wall-rock crack development degree of tested drill hole inner wall is judged, according to the image information of tested drill hole inner wall position, to the rock crusher situation of tested drill hole inner wall position and whether there is the quantity in crack and existing crack, position, width, bearing of trend and length and judge.
Said method, is characterized in that: when carrying out single hole test in step 201, according to the installation position of boring, before backward, carry out single hole test respectively to the described boring of many groups; All complete after single hole test until three described borings of holing described in upper a group, more described boring is organized to next carry out single hole test; The single hole test result often organizing three described borings in described boring forms the stability of surrounding rock subregion test result at this group boring present position place; After completing the single hole test of all boring on the sections of tested tunnel in step 201, obtain the stability of surrounding rock subregion test result at multiple diverse location place on the sections of tested tunnel;
The geologic radar detection result of the sections of tested tunnel described in step 202 is the stability of surrounding rock integrated testability result of tested tunnel sections;
When carrying out comprehensive analysis and judgement in step 3, according to the stability of surrounding rock integrated testability result of the tested tunnel sections drawn in step 202, and the stability of surrounding rock subregion test result at multiple diverse location place on the tested tunnel sections drawn in integrating step 201, the stability of surrounding rock of tested tunnel sections is determined.
Said method, is characterized in that: described inspection instrument for borehole and relaxation zone tester are installed on length-adjustable telescopic arm, and described telescopic arm is arranged on translating trolleys; Described translating trolleys comprises horizontal frame and is arranged on the multiple road wheels bottom described horizontal frame, described geologic radar detection instrument and main control system are installed in described horizontal frame, and described geologic radar detection instrument is arranged on the back side top of described horizontal frame;
Described horizontal frame installed in front has a translation track, described translation track is provided with the slip base that an energy moves forward and backward along translation track, is arranged on slip base bottom described telescopic arm; Described translation track along described horizontal frame transverse width direction lay and its xsect is undercut shape, described translation track is formed by connecting by a horizontal rail being positioned at described horizontal frame top and two vertical tracks laid respectively at below the described horizontal rail left and right sides, and described horizontal rail and two described vertical tracks are all laid on same vertical plane; Being connected in hinged way with between slip base bottom described telescopic arm, described slip base being equipped with the hinged seat for installing bottom telescopic arm; Described slip base is provided with the adjustment structure that the angle between telescopic arm and slip base is regulated, described adjustment structure is hydraulic cylinder, and the cylinder base of described hydraulic cylinder is arranged on slip base and its piston rod top in hinged way and is arranged in hinged way on telescopic arm; Described telescopic arm comprises expansion link and the extension sleeve of multiple coaxial packages from the inside to the outside on expansion link, and described inspection instrument for borehole and relaxation zone tester are installed on expansion link;
Three the described borings often organized in step one in described boring are all laid on same vertical plane and three is all positioned on the transversal section of coal mine down-hole tunnel;
When carrying out stability of surrounding rock joint test in step 2, promote translating trolleys along tested tunnel sections by after move forward, when described translating trolleys moves to and to hole installation position described in one group, adjusted by the position of slip base to telescopic arm mobile on translation track, and respectively single hole test is carried out to three described borings in the described boring of this group; When single hole test is carried out to any one boring, outside the aperture first telescopic arm being moved to this boring, inspection instrument for borehole and relaxation zone tester move at the bottom of hole from the aperture of tested boring by recycling telescopic arm, again inspection instrument for borehole and relaxation zone tester are moved to aperture at the bottom of the hole of tested boring, just complete the single hole test process of a boring; Further, described translating trolleys by rear movement forward, is helped to scan by the backward front top board to tested tunnel sections, base plate and tunnel, the left and right sides by geologic radar detection instrument in the sections of tested tunnel.
Said method, is characterized in that: the length of described tunnel sections is 40m ~ 100m; Described in step one, the degree of depth of boring is not more than 15m, and the spacing described in the two adjacent groups of front and back between boring is 2m ~ 8m.
The present invention compared with prior art has the following advantages:
1, the improving stability of surrounding rocks in roadway joint test apparatus structure adopted is simple, reasonable in design and processing and fabricating is easy, input cost is lower, the geologic radar detection instrument composition that the inspection instrument for borehole tested primarily of main control system, the wall-rock crack development degree of coal mine down-hole tunnel top board or tunnel being helped to the drill hole inner wall drilled through, the relaxation zone tester all gusset rocks of boring being carried out to relaxation zone test and the adjoining rock stability situation to coal mine down-hole tunnel top board or tunnel side are tested.
2, the improving stability of surrounding rocks in roadway joint test device adopted uses easy and simple to handle, and it is convenient to realize, and is easy to grasp.Actual when carrying out stability of surrounding rock joint test, promote translating trolleys along tested tunnel sections by after move forward, when translating trolleys moves to one group of boring installation position, adjusted by the position of slip base to telescopic arm mobile on translation track, and respectively single hole test is carried out to three borings in the boring of this group; When single hole test is carried out to any one boring, outside the aperture first telescopic arm being moved to this boring, inspection instrument for borehole and relaxation zone tester move at the bottom of hole from the aperture of tested boring by recycling telescopic arm, again inspection instrument for borehole and relaxation zone tester are moved to aperture at the bottom of the hole of tested boring, just complete the single hole test process of a boring; Further, translating trolleys by rear movement forward, is helped to scan by the backward front top board to tested tunnel sections, base plate and tunnel, the left and right sides by geologic radar detection instrument in the sections of tested tunnel.
3, the translating trolleys structure adopted is simple and mobile easy, can be easy to be movable in tunnel, realizes easy, fast the stability of surrounding rock of coal mine down-hole tunnel to be carried out to long distance test object.
4, actual installation is easy, translating trolleys is provided with translation track and slip base, and telescopic arm is arranged on slip base, is adjusted by the position of slip base to telescopic arm, realizes the demands to testing respectively with three boring in group boring; Simultaneously, inspection instrument for borehole and relaxation zone tester are installed on telescopic arm, automatically inspection instrument for borehole and relaxation zone tester are delivered in boring by telescopic arm, and easy, quick adjustment can be carried out to the feeding degree of depth, realization is convenient and easy and simple to handle, result of use is good, significantly can simplify the single hole test process of boring.
5, the improving stability of surrounding rocks in roadway joint test device result of use adopted is good and practical value is high, and stability of surrounding rock measuring accuracy is high, and can carry out testing fast, accurately to improving stability of surrounding rocks in roadway, popularizing application prospect is extensive.
6, the improving stability of surrounding rocks in roadway joint test method adopted is simple, reasonable in design and realization is convenient, can realize roadway surrounding rock from comprehensive detection of putting to face again to structure, specifically first disclose the development degree in roadway surrounding rock borehole wall crack; Next is the growth scope of detection roadway surrounding rock crack centered by boring; Finally detect the position of other structure such as roadway surrounding rock structure hollow hole, realize tunnel boring, relaxation zone radius and full face on a large scale, long distance seamless integration detection.Improving stability of surrounding rocks in roadway is evaluated, for roadway support etc. provides foundation according to comprehensive result of detection.
7, result of use is good and measuring accuracy is high, to carry out holing for one borehole the situation of spying on and cannot reflect wall-rock crack development degree comprehensively, based on acoustic wave of rock Detection Techniques, according to acoustic velocity and medium character closely related, the velocity of wave receiving sound wave is less shows that enclosing lithologies is poorer, intensity is less, the principle that elastic modulus is less, use relaxation zone tester generation sound wave to detect the roadway surrounding rock cranny development within the scope of certain radius centered by each boring and aeration level, make up and use boring to spy on the infull defect of one borehole information.In addition, for boring spy on relaxation zone tester cannot on a large scale, long distance and realize the shortcoming of the seamless detection of drift section, utilize geologic radar detection instrument emitting antenna that frequency electromagnetic waves is sent into region to be measured, because different media has different physical characteristicss, also has different specific inductive capacity, on the discontinuous interface of specific inductive capacity, electromagnetic wave amplitude changes; From the Changing Pattern of the waveform of georadar image, frequency, amplitude, the feature such as phase place and electromagnetic wave energy absorbing state, set up the corresponding relation of typical geology phenomenon and radar signature image, can make explanations according to the geological state of the change of figure to underground; By geologic radar detection instrument, scanning probe is carried out to underworkings tunneling boring, comprises top board, base plate and tunnel, both sides and help, finally realize the full face long distance of roadway surrounding rock, on a large scale, seamless detection.Thus, adopt the present invention can the position in comprehensive distinct search coverage cavity and wall rock loosening and degree of crushing, for underworkings supporting provides abundance, accurately information, have a little following: the first, carry out full test analysis from roadway surrounding rock surface to internal crack and structure, disclose the stability of roadway surrounding rock under initial fissure and artifical influence factor effect completely; The second, multiple means of testing carries out selective, integrated use targetedly to one-piece construction from point again to face; Three, effectively can make up use boring and spy on the infull defect of one borehole information; Four, can realize tunnel on a large scale, long apart from full face seamless detection, thus abundant data supporting and foundation can be provided for roadway support parameter adjustment and stability assessment, for ensureing the safety of coal mine underground operators and normally producing significant.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1 is the structural representation of improving stability of surrounding rocks in roadway joint test device of the present invention.
Fig. 2 is the schematic block circuit diagram of improving stability of surrounding rocks in roadway joint test device of the present invention.
Fig. 3 is the using state reference diagram of improving stability of surrounding rocks in roadway joint test device of the present invention.
Fig. 4 is the FB(flow block) of improving stability of surrounding rocks in roadway joint test method of the present invention.
The image at the tested drilling orifice place that Fig. 5-1 adopts inspection instrument for borehole to obtain for the present invention.
The image at degree of depth 1m place in the tested boring that Fig. 5-2 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 2m place in the tested boring that Fig. 5-3 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 3m place in the tested boring that Fig. 5-4 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 4m place in the tested boring that Fig. 5-5 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 5m place in the tested boring that Fig. 5-6 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 6m place in the tested boring that Fig. 5-7 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 7m place in the tested boring that Fig. 5-8 obtains for inspection instrument for borehole of the present invention.
The image at degree of depth 8m place in the tested boring that Fig. 5-9 obtains for inspection instrument for borehole of the present invention.
Image at the bottom of the tested drilling hole that Fig. 5-10 adopts inspection instrument for borehole to obtain for the present invention.
Fig. 6 is that the relaxation zone test result schematic diagram drawn tested by relaxation zone tester of the present invention.
Fig. 7 obtains by geologic radar detection instrument of the present invention the geological radar scan image of tested tunnel sections.
Fig. 8 obtains by geologic radar detection instrument of the present invention the geological radar time cross-section of tested tunnel sections.
Description of reference numerals:
1-coal mine down-hole tunnel; 2-boring; 3-inspection instrument for borehole;
4-relaxation zone tester; 4-1-bearing; 5-geologic radar detection instrument;
6-main control system; 7-translating trolleys; 8-telescopic arm;
8-1-expansion link; 8-2-extension sleeve; 9-translation track;
10-slip base; 11-hinged seat; 12-hydraulic cylinder;
13-fastening bolt; 14-cavity; 15-vertical supports;
16-bolt mounting holes.
Embodiment
A kind of improving stability of surrounding rocks in roadway joint test device as shown in Figure 1, Figure 2 and Figure 3, comprise main control system 6, inspection instrument for borehole 3 that the wall-rock crack development degree of helping boring 2 inwall drilled through to coal mine down-hole tunnel 1 top board or tunnel is tested, the relaxation zone tester 4 boring 2 weeks gusset rocks being carried out to relaxation zone test and the geologic radar detection instrument 5 that the adjoining rock stability situation of coal mine down-hole tunnel 1 top board or tunnel side is tested, described inspection instrument for borehole 3, relaxation zone tester 4 and geologic radar detection instrument 5 all connect with main control system 6.
In the present embodiment, described inspection instrument for borehole 3, relaxation zone tester 4 and be all connected by cable between geologic radar detection instrument 5 with main control system 6.
Actual when using, described inspection instrument for borehole 3, relaxation zone tester 4 and also can adopt communication between geologic radar detection instrument 5 and main control system 6.
In the present embodiment, improving stability of surrounding rocks in roadway joint test device of the present invention, also comprise translating trolleys 7 and to be arranged on translating trolleys 7 and length-adjustable telescopic arm 8, described inspection instrument for borehole 3 and relaxation zone tester 4 are installed on telescopic arm 8.Described translating trolleys 7 comprises horizontal frame and is arranged on the multiple road wheels bottom described horizontal frame, described geologic radar detection instrument 5 and main control system 6 are installed in described horizontal frame, and described geologic radar detection instrument 5 is arranged on the back side top of described horizontal frame.
Further, described horizontal frame is provided with the vertical supports 15 of installing for geologic radar detection instrument 5.
In the present embodiment, described horizontal frame is shaped steel support body, and described vertical supports 15 is shape steel bracket.
Simultaneously, improving stability of surrounding rocks in roadway joint test device of the present invention, also comprise a slip base 10 being arranged on the translation track 9 on front side of described horizontal frame and can moving forward and backward along translation track 9, described slip base 10 is arranged on translation track 9, is arranged on slip base 10 bottom described telescopic arm 8.Described translation track 9 along described horizontal frame transverse width direction lay and its xsect is undercut shape, described translation track 9 is formed by connecting by a horizontal rail being positioned at described horizontal frame top and two vertical tracks laid respectively at below the described horizontal rail left and right sides, and described horizontal rail and two described vertical tracks are all laid on same vertical plane.
In the present embodiment, described translation track 9 is for steel track and its xsect is rectangle, has the groove along translation track 9 slide anteroposterior bottom described slip base 10.Further, be locked by securing member between described slip base 10 and translation track 9.Two described vertical tracks are arranged on the left and right sides of described horizontal frame respectively.
In the present embodiment, being connected in hinged way with between slip base 10 bottom described telescopic arm 8, described slip base 10 being equipped with the hinged seat 11 for installing bottom telescopic arm 8.Described slip base 10 is provided with the adjustment structure regulated the angle between telescopic arm 8 and slip base 10, described adjustment structure is hydraulic cylinder 12, and the cylinder base of described hydraulic cylinder 12 is arranged on slip base 10 and its piston rod top in hinged way and is arranged in hinged way on telescopic arm 8.
In the present embodiment, described telescopic arm 8 comprises expansion link 8-1 and the extension sleeve 8-2 of multiple coaxial package from the inside to the outside on expansion link 8-1, and described inspection instrument for borehole 3 and relaxation zone tester 4 are installed on expansion link 8-1.
During actual use, described telescopic arm 8 also can adopt the adjustable rod of other type.
In the present embodiment, described inspection instrument for borehole 3 is for can carry out 360 in boring 2 inside
°the optics inspection instrument for borehole rotated.
During actual installation, described inspection instrument for borehole 3 is arranged on expansion link 8-1 top, bearing 4-1 is provided with bottom described relaxation zone tester 4, described bearing 4-1 is connected by fastening bolt 13 with between expansion link 8-1, described expansion link 8-1 has multiple bolt mounting holes 16 installed for fastening bolt 13.
During actual use, being positioned at outermost extension sleeve 8-2 in multiple described extension sleeve 8-2 is outer barrel, and the piston rod top of described hydraulic cylinder 12 is arranged on described outer barrel in hinged way.
A kind of improving stability of surrounding rocks in roadway joint test method as shown in Figure 4, the direction extending longitudinally along tunnel, before backward, divide multiple tunnels sections to carry out stability of surrounding rock joint test to coal mine down-hole tunnel 1, the stability of surrounding rock joint test method of multiple described tunnels sections is all identical; When stability of surrounding rock joint test is carried out for any one tunnel sections, comprise the following steps:
Step one, boring: in the sections of tested tunnel, drill through the boring 2 of many groups by rig, the described boring 2 of many groups is laid before backward; Often organize described boring 2 to include three boring, 2, three described borings 2 and be respectively the boring 2 being laid in boring 2 on coal mine down-hole tunnel 1 top board and two tunnels, the left and right sides being laid in coal mine down-hole tunnel 1 respectively and helping;
Step 2, stability of surrounding rock joint test, process is as follows:
Step 201, single hole are tested: test respectively many groups that drill through in step one described borings 2, and in the described boring 2 of many groups, the method for testing of all boring 2 is all identical; When any one boring 2 is tested, comprise the following steps:
Step 2011, boring are spied on: the image information being obtained tested boring 2 inwall by inspection instrument for borehole 3, and the image information of acquisition are uploaded to main control system 6 and carry out simultaneous display and record; According to the image information that main control system 6 shows, the wall-rock crack development degree of tested boring 2 inwall is judged;
Step 2012, wall rock loosening are tested: adopt relaxation zone tester 4 to carry out relaxation zone test to tested boring 2, and relaxation zone test result are uploaded to main control system 6 and carry out simultaneous display and record; According to the relaxation zone test result that main control system 6 shows, the loosening area of surrounding rocks of tested boring 2 weeks gusset rocks is judged, completes the single hole test process of tested boring 2, and record is carried out to the single hole test result of this boring 2;
The single hole test result of described tested boring 2 comprises the inwall wall-rock crack development degree of this boring 2 and the loosening area of surrounding rocks (i.e. relaxation zone radius) of all gusset rocks;
Step 2013, repeatedly repetition step 2011, to step 2012, until complete the single hole test process of all boring 2 on the sections of tested tunnel, and obtain the single hole test result of all boring 2;
Step 202, the overall geologic radar detection in tunnel: adopt geologic radar detection instrument 5, help to carry out full section scanning respectively to the top board of tested tunnel sections, base plate and tunnel, the left and right sides by before backward, and scanning result is uploaded to main control system 6 and carries out simultaneous display and record; According to the scanning result that main control system 6 shows, the adjoining rock stability situation of the top board of tested tunnel sections, base plate and tunnel, left and right sides side is judged, and top board, base plate and tunnel, the left and right sides are helped whether there is cavity 14 and the existing position of empty 14 and structure are determined, complete the geologic radar detection process of tested tunnel sections, and record is carried out to the geologic radar detection result of tested tunnel sections;
The geologic radar detection result of described tested tunnel sections comprise the top board of this tunnel sections, base plate and tunnel, left and right sides side adjoining rock stability situation, whether there is cavity 14 and the existing position of empty 14 and structure;
Step 3, comprehensive analysis and judgement: the geologic radar detection result drawing tested tunnel sections in the single hole test result of all boring 2 in the sections of tested tunnel in integrating step 201 and step 202, the stability of surrounding rock of tested tunnel sections is determined, completes the stability of surrounding rock joint test process of tested tunnel sections;
Step 4, according to the method described in step one to step 3, stability of surrounding rock joint test is carried out to next tunnel sections;
Step 5, repeatedly repeat step 4, until complete the stability of surrounding rock joint test process of coal mine down-hole tunnel 1.
During actual use, by relaxation zone tester 4, relaxation zone test is carried out to tested boring 2, the wall rock loosening interface and loosening degree thereof that draw tested boring 2 weeks gusset rocks can be known.
In the present embodiment, described boring 2 is laid in the coal and rock of the top board of coal mine down-hole tunnel 1 or tunnel helping.
In the present embodiment, carry out boring in step 2011 when spying on, first the aperture of inspection instrument for borehole 3 from tested boring 2 is moved at the bottom of hole, then inspection instrument for borehole 3 is moved to aperture at the bottom of the hole of tested boring 2; In described inspection instrument for borehole 3 moving process, the synchronous image information obtaining tested boring 2 inwall position; When the wall-rock crack development degree of tested boring 2 inwall is judged, according to the image information of tested boring 2 inwall position, to the rock crusher situation of tested boring 2 inwall position and whether there is the quantity in crack and existing crack, position, width, bearing of trend and length and judge.
According to the image information of tested boring 2 inwall position, can judge whether the inwall of boring 2 has damage and phenomenon of caving in, the analysis of relevant coal and rock force-bearing situation be carried out to the upper existing crack of the inwall (i.e. hole wall) of boring 2 simultaneously.
In actual mechanical process, inspection instrument for borehole 3 to be moved to from the aperture of tested boring 2 at the bottom of hole and the image information moved to the process of aperture contrasts at the bottom of hole, the analysis of relevant coal and rock force-bearing situation can be carried out: if the stress suffered by hole wall is larger to the upper existing crack of the inwall of boring 2 (i.e. hole wall), then its destruction by stress is just serious, correspondingly there will be phenomenons such as caving in, the destructiveness of boring 2 place coal and rock can be clearly shown.
Composition graphs 5-1, Fig. 5-2, Fig. 5-3, Fig. 5-4, Fig. 5-5, Fig. 5-6, Fig. 5-7, Fig. 5-8, Fig. 5-9 and Fig. 5-10, this 10 width figure is the image obtained moving process at the bottom of hole from the aperture of tested boring 2 by inspection instrument for borehole 3, according to above-mentioned 10 width figure and image information that inspection instrument for borehole 3 is obtained at the bottom of from the hole of tested boring 2 to the moving process of aperture, the image information of tested boring 2 inwall position is analyzed, draws the image information analysis result of inspection instrument for borehole 3.
Wherein, by inspection instrument for borehole 3 from the aperture of tested boring 2 moving process at the bottom of hole, the test result of inspection instrument for borehole 3 is as follows: hole depth is that between 0m ~ 1m, there is crack in aperture, and crack is longitudinally grown; Hole depth is between 1m ~ 2m, and many longitudinal cranny developments extend; Hole depth is between 2m ~ 3m, many longitudinal cracks, and two are extended down to 3m place; Hole depth is between 3m ~ 4m, and a crack continues to extend to 4m place; Hole depth is that between 4m ~ 5m, crack extends to about 4.5m, broken, falls block, bores dipped ring whole; Hole depth is between 5m ~ 6m, broken out-of-flatness; Hole depth is between 6m ~ 7m, bores dipped ring whole; Hole depth is that between 7m ~ 8m, bottom is complete.
By inspection instrument for borehole 3 at the bottom of the hole of tested boring 2 to the moving process of aperture, the test result of inspection instrument for borehole 3 is as follows: hole depth is that between 8m ~ 7m, inwall is smooth; Hole depth is between 7m ~ 6m, inwall out-of-flatness; Hole depth is between 6m ~ 5m, and broken, very out-of-flatness, falls block; Hole depth is between 5m ~ 4m, very broken, out-of-flatness, and inwall is obviously concavo-convex, jagged; Hole depth is between 4m ~ 3m, and a large crack extends; Hole depth is between 3m ~ 2m, and many cracks exist; Hole depth is between 2m ~ 1m, many cracks, has an annular fissure; Hole depth is between 1m ~ 0m, and inwall is very uneven.
According to the image information of the tested boring 2 inwall position of above-mentioned acquisition, draw the wall-rock crack development degree of tested boring 2 inwall observed by inspection instrument for borehole 3: hole depth is between 0m ~ 1.0m, cranny development; Hole depth is between 1.0m ~ 2.5m, grows thickly in longitudinal crack, and a crack continues to extend to 4.5m place; Hole depth is between 5.0m ~ 6.0m, and drill hole inner wall fragmentation, very out-of-flatness show, roadway surrounding rock becomes loose coal cinder; Hole depth is between 6m ~ 8m, and drill hole inner wall is relatively complete.
In the present embodiment, when carrying out single hole test in step 201, according to the installation position of boring 2, before backward, respectively single hole test is carried out to the described boring 2 of many groups; Until hole described in upper one group 2 three described borings 2 all complete single hole test after, more described boring 2 organized to next carry out single hole test; The single hole test result often organizing three described borings 2 in described boring 2 forms this group and to hole the stability of surrounding rock subregion test result at 2 present position places; After completing the single hole test of all boring 2 on the sections of tested tunnel in step 201, obtain the stability of surrounding rock subregion test result at multiple diverse location place on the sections of tested tunnel;
The geologic radar detection result of the sections of tested tunnel described in step 202 is the stability of surrounding rock integrated testability result of tested tunnel sections;
When carrying out comprehensive analysis and judgement in step 3, according to the stability of surrounding rock integrated testability result of the tested tunnel sections drawn in step 202, and the stability of surrounding rock subregion test result at multiple diverse location place on the tested tunnel sections drawn in integrating step 201, the stability of surrounding rock of tested tunnel sections is determined.
In the present embodiment, described inspection instrument for borehole 3 and relaxation zone tester 4 are installed on length-adjustable telescopic arm 8, and described telescopic arm 8 is arranged on translating trolleys 7; Described horizontal frame installed in front has a translation track 9, described translation track 9 is provided with the slip base 10 that an energy moves forward and backward along translation track 9, is arranged on slip base 10 bottom described telescopic arm 8.
Three the described borings 2 often organized in step one in described boring 2 are all laid on same vertical plane and three is all positioned on the transversal section of coal mine down-hole tunnel 1.
When carrying out stability of surrounding rock joint test in step 2, promote translating trolleys 7 along tested tunnel sections by after move forward, when described translating trolleys 7 moves to and to hole 2 installation position described in one group, adjusted by the position of mobile slip base 10 pairs of telescopic arms 8 on translation track 9, and respectively single hole test is carried out to the described boring 2 of three in the described boring of this group 2; When single hole test is carried out to any one boring 2, outside the aperture first telescopic arm 8 being moved to this boring 2, inspection instrument for borehole 3 and relaxation zone tester 4 move at the bottom of hole from the aperture of tested boring 2 by recycling telescopic arm 8, again inspection instrument for borehole 3 and relaxation zone tester 4 are moved to aperture at the bottom of the hole of tested boring 2, just complete the single hole test process of a boring 2; Further, described translating trolleys 7 by rear movement forward, is helped to scan by the backward front top board to tested tunnel sections, base plate and tunnel, the left and right sides by geologic radar detection instrument 5 in the sections of tested tunnel.
In the present embodiment, the length of described tunnel sections is 40m ~ 100m; Described in step one, the degree of depth of boring 2 is not more than 15m, and the spacing of holing between 2 described in the two adjacent groups of front and back is 2m ~ 8m.
Actual when testing, can according to specific needs, the spacing of holing between 2 described in the length of described tunnel sections, the degree of depth of described boring 2 and front and back two adjacent groups be adjusted accordingly.
In the present embodiment, described in step 202, cavity 14 is goaf or water leg.
In the present embodiment, described coal mine down-hole tunnel 1 is colliery digging laneway or coal-face tunnel.
Actual when testing, before backward, described colliery digging laneway is carried out in tunneling process or in coal mining process, the method described in step one to step 5 of employing, carries out improving stability of surrounding rocks in roadway joint test to described colliery digging laneway or to the coal-face tunnel in coal-face front before backward.
In the present embodiment, when step 2012 carries out wall rock loosening test, described relaxation zone test result is the curve of acoustic wave propagation velocity (i.e. velocity of wave) with the change in depth of tested boring 2.Wherein, waviness value is larger, and stability of surrounding rock is better.
Composition graphs 6, tunnel, the left and right sides side of described coal mine down-hole tunnel 1 is respectively tunnel, southern side side (hereinafter referred to as " south side ") and tunnel, north side side (hereinafter referred to as " north side "), provides the relaxation zone test result of three borings 2 in one group of boring 2 in Fig. 6.Wherein, in described coal mine down-hole tunnel 1 on the transversal section, tunnel of this group boring residing for 2, the boring 2 of south side is positioned on rock, the length of boring 2 is shorter and relaxation zone tester 4 detects 3.40m altogether, test result is as follows: boring 2 bore depth of south side is within the scope of 1.40m ~ 2.40m, the acoustic wave propagation velocity received declines rapidly, drops to the 0m/s at 2.40m place from the hole depth 3636.40m/s that is 1.40m; And hole depth is within the scope of 2.40m ~ 3.40m, the acoustic wave propagation velocity received is contrary, rises to the 3636.40m/s at 3.40m place from the hole depth 0m/s that is 2.40m; By analysis, hole depth is the velocity of wave that 2.40m place receives sound wave be zero is that thus there is coal-rock detection face, sound wave loses excessive in communication process, thus has occurred that velocity of wave is the phenomenon of zero because this tunnel side is rock.All in all, on the transversal section, tunnel of this group boring residing for 2, the maximal value of south side acoustic wave propagation velocity is 3636.40m/s, reflects that this rock side of place (the south side namely on transversal section, tunnel residing for this group boring 2) stability is obviously better than coal body side.And the velocity of wave of hole depth to be 1.40m place and 3.40m receive sound wave is 3636.40m/s, reflect that relaxation zone is helped in the south of transversal section, tunnel residing for this group boring 2 less.
On the top board of transversal section, tunnel residing for this group boring 2, boring 2 detects 6.90m altogether.Totally see, hole depth is within the scope of 0.90m ~ 6.90m, and velocity of wave change is little, and velocity of wave remains on more than 400m/s, specifically: within the scope of hole depth 0.90m ~ 1.90m, receives the velocity of wave of sound wave from 408.20m/s microlitre to 409.80m/s; Within the scope of hole depth 1.90m ~ 3.90m, the velocity of wave receiving sound wave is on a declining curve, slightly falls to 405.70m/s from 409.80m/s, and continuation decline is that 3.90m place reaches 403.20m/s at hole depth; Hole depth is within the scope of 3.90m ~ 4.90m, and the velocity of wave receiving sound wave slowly rises, and rises to 407.30m/s from 403.20m/s; Hole depth is within the scope of 4.90m ~ 5.90m, and the velocity of wave receiving sound wave slowly declines, and drops to 401.60m/s from 407.30m/s; Hole depth is within the scope of 5.90m ~ 6.90m, and the velocity of wave receiving sound wave slowly rises, and goes back up to 407.30m/s from 401.60m/s.All in all, on the top board of transversal section, tunnel residing for this group boring 2, velocity of wave changing value is within 2%, and the velocity of wave that 0.90m place receives sound wave is 408.20m/s, remain on higher level, on the top board of transversal section, tunnel residing for this group of synthetic determination boring 2, relaxation zone is at below 0.90m, and the stability of top board coal body within the scope of 0.90m ~ 6.90m is more or less the same, and stability is better.6.90m the value of wave speed near place is higher, for anchor cable provides firm anchor layer.
The north side of transversal section, tunnel residing for this group boring 2, boring 2 detects 8.40m altogether.Totally see, hole depth is within the scope of 1.40m ~ 2.40m, and velocity of wave change is little, slowly drops to 461.90m/s from the 464.00m/s of hole depth 1.40m; Hole depth is that within the scope of 2.40m ~ 3.40m, velocity of wave is in rising trend, rises to 511.50m/s from 461.90m/s, reaches the velocity of wave peak value of the north side of this transversal section, tunnel; Hole depth is that within the scope of 3.40m ~ 4.40m, velocity of wave drops to 391.40m/s from 511.50m/s, and hole depth is that between 4.40m to 8.40m, velocity of wave all remains on 391.40m/s.All in all, the north side of transversal section, tunnel residing for this group boring 2, it is between 1.40m ~ 4.40m that velocity of wave change concentrates on hole depth; Hole depth is that within the scope of 4.40m ~ 8.40m, velocity of wave remains on 391.40m/s, and reflect that this section of coal body stability is identical, coal body load-bearing capacity is lower than the coal body within the scope of hole depth 1.40m ~ 4.40m.Hole depth is that the stability of coal body within the scope of 2.40m ~ 3.40m is relatively better.
In the present embodiment, the geological radar scan image quantity that described geologic radar detection instrument 5 obtains is more, this to sentence on the sections top board of tested tunnel trend for the geological radar scan image of (i.e. on the direction extending longitudinally of coal mine down-hole tunnel 1, mileage is within the scope of 620m ~ 570m) within the scope of 620m ~ 570m and is described, refer to Fig. 7 and Fig. 8, Fig. 7 is the scanning characteristic pattern of geological radar scan image.As can be seen from Figure 7: in trend within the scope of 620m ~ 597m, vertical 0 ~ 150ns log line scans characteristic pattern without obvious stratiform, but with yellow, green, red and the interlaced distribution of blueness; Preliminary judgement within the scope of this cracks in coal seam grow abundant; Moving towards within the scope of 597-570m, vertical 0 ~ 150ns log line scintigram color, based on reddish black, shows that coal seam is comparatively intact; Move towards in scope whole, vertical 160 ~ 250ns ranging section characteristic pattern, in obvious green, blue bands alternatively layered shape, illustrates that within the scope of this, there is delamination failure in coal seam.As can be seen from Figure 8: overall waveform is in disorder, interface is discontinuous; Moving towards, vertical 50 ~ 140ns ranging amplitude of wave form within the scope of 620-600m is comparatively large, shows to there is larger electrical property difference between this ambient substance; To move towards vertical 160ns ~ 250ns ranging waveform in scope unordered in a jumble whole, is overlapping.Drawn by foregoing, the top board of this tunnel sections moves towards within the scope of 620-600m, and the cracks in coal seam that above top board, about 10.0m is thick is grown abundant, and local coal seam fragmentation is comparatively serious; Move towards within the scope of 620m ~ 570m whole, directly over top board in 11.0m ~ 17.0m scope (thickness is about 6.0m), coal seam delamination failure is obvious.Meanwhile, the base plate of this tunnel sections moves towards within the scope of 620m ~ 608m, and the cracks in coal seam that below base plate, about 10.0m is thick is grown abundant, and moving towards about 3.5m thick seam below 608m ~ 570m scope inner bottom plating is broken coal seam; The coal seam of other scope of base plate is comparatively intact, without obviously destroying.
In addition, this tunnel sections move towards within the scope of 570m ~ 580m, side inner coal seam fragmentation in south is comparatively serious, moves towards broken serious apart from south side wall 12.0m ~ 17.0m scope (thickness is about 8.0m) deep fractures in gamut whole.This tunnel sections move towards within the scope of 590m ~ 620m, comparatively serious apart from north side wall 14.0m ~ 20.0m scope (thickness is about 6.0m) inner coal seam fragmentation.
Thus, the result of detection of geologic radar detection instrument 5 is as follows: top board relaxation zone is 1.0m, and vertical depth 1.0m ~ 3.0m scope is plastic zone, and vertical depth 3.0m ~ 6.5m scope is elastic region, and 6.5m take lower area as initial stress area.Side relaxation zone in north is 1.5m, and vertical depth 1.5m ~ 4.0m scope is plastic zone, and vertical 4.0m ~ 7.5m scope is elastic region, and about 7.5m take lower area as initial stress area.Side relaxation zone in south is 1.5m, and vertical depth 1.5m ~ 3.0m scope is plastic zone, and 3.0m ~ 5.0m scope is rock crushing elastic region, tunnel, more complete at vertical below 5.0m strata structure, is initial stress area.
To sum up, after stability of surrounding rock has been tested, the test result of inspection instrument for borehole 3, relaxation zone tester 4 and geologic radar detection instrument 5 is gathered and comprehensively analyzed.Wherein, the relaxation zone test of relaxation zone tester 4 completes by the detection of the roadway surrounding rock aeration level centered by 2 of holing, inspection instrument for borehole 3 intuitively illustrates the development degree in crack in boring 2 and demonstrates the result of relaxation zone tester 4, last geology radar detector 5 pairs of backs, base plate and tunnel, left and right sides side have carried out comprehensive seamless scanning, the corresponding stability of surrounding rock drawing this sections position, tunnel.
In the present embodiment, the using method of described inspection instrument for borehole 3, relaxation zone tester 4 and geologic radar detection instrument 5 and test result analysis method, be conventional method well known to those skilled in the art.
In actual use procedure, first boring 2 is utilized by inspection instrument for borehole 3, the cranny development degree of tested boring 1 inwall is tested, and can judge whether the inwall of boring 2 has damage and phenomenon of caving in, and the analysis of relevant coal and rock force-bearing situation is carried out in the crack that the inwall simultaneously to boring 2 produces; Secondly, relaxation zone tester 4 is adopted to test the aeration level of roadway surrounding rock in certain limit centered by 2 borings; Finally, geologic radar detection instrument 5 pairs of backs, base plate and tunnel, both sides side is adopted to carry out comprehensive seamless scanning, grasp the quality of surrounding rock in roadway surrounding rock deep (0 ~ 30m), the accurate location of goaf, water leg in distinct roadway surrounding rock, for follow-up roadway support and working face mining provide support.The test result of described inspection instrument for borehole 3, relaxation zone tester 4 and geologic radar detection instrument 5 complements one another, realize carrying out tunneling boring from surface to deep and total length detection to the stability of surrounding rock of coal mine down-hole tunnel 1, thus can carry out accurate discrimination to the adjoining rock stability situation of coal mine down-hole tunnel 1, then can forecast that situation is deposited in the tax of coal mine down-hole tunnel 1 coal and rock by Accurate Prediction.On the whole, the development degree in roadway surrounding rock borehole wall crack is first disclosed by inspection instrument for borehole 3; Secondly, roadway surrounding rock crack is detected by the growth scope of holing centered by 2 by relaxation zone tester 4, i.e. relaxation zone radius; Finally, detected the position of roadway surrounding rock structure hollow hole 14 other structure such as grade by geologic radar detection instrument 5, realize tunnel boring 2, relaxation zone radius and full face on a large scale, long distance seamless integration detection.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. an improving stability of surrounding rocks in roadway joint test device, it is characterized in that: comprise main control system (6), the inspection instrument for borehole (3) that the wall-rock crack development degree of helping boring (2) inwall drilled through to coal mine down-hole tunnel (1) top board or tunnel is tested, the relaxation zone tester (4) that boring (2) all gusset rocks are carried out relaxation zone test and the geologic radar detection instrument (5) that the adjoining rock stability situation that coal mine down-hole tunnel (1) top board or tunnel are helped is tested, described inspection instrument for borehole (3), relaxation zone tester (4) and geologic radar detection instrument (5) all connect with main control system (6).
2. according to improving stability of surrounding rocks in roadway joint test device according to claim 1, it is characterized in that: described inspection instrument for borehole (3), relaxation zone tester (4) and be all connected by cable between geologic radar detection instrument (5) with main control system (6).
3. according to the improving stability of surrounding rocks in roadway joint test method described in claim 1 or 2, it is characterized in that: also comprise translating trolleys (7) and be arranged on translating trolleys (7) and go up and length-adjustable telescopic arm (8), described inspection instrument for borehole (3) and relaxation zone tester (4) are installed on telescopic arm (8); Described translating trolleys (7) comprises horizontal frame and is arranged on the multiple road wheels bottom described horizontal frame, described geologic radar detection instrument (5) and main control system (6) are installed in described horizontal frame, and described geologic radar detection instrument (5) is arranged on the back side top of described horizontal frame.
4. according to improving stability of surrounding rocks in roadway joint test method according to claim 3, it is characterized in that: also comprise a slip base (10) being arranged on the translation track (9) on front side of described horizontal frame and can moving forward and backward along translation track (9), described slip base (10) is arranged on translation track (9), and described telescopic arm (8) bottom is arranged on slip base (10); Described translation track (9) along described horizontal frame transverse width direction lay and its xsect is undercut shape, described translation track (9) is formed by connecting by a horizontal rail being positioned at described horizontal frame top and two vertical tracks laid respectively at below the described horizontal rail left and right sides, and described horizontal rail and two described vertical tracks are all laid on same vertical plane.
5. according to improving stability of surrounding rocks in roadway joint test method according to claim 4, it is characterized in that: described telescopic arm (8) bottom is connected in hinged way with between slip base (10), described slip base (10) is equipped with the hinged seat (11) installed for telescopic arm (8) bottom; Described slip base (10) is provided with the adjustment structure that the angle between telescopic arm (8) and slip base (10) is regulated, described adjustment structure is hydraulic cylinder (12), and the cylinder base of described hydraulic cylinder (12) is arranged on that slip base (10) is upper in hinged way and its piston rod top is arranged on telescopic arm (8) in hinged way; Described telescopic arm (8) comprises expansion link (8-1) and the extension sleeve (8-2) of multiple coaxial package from the inside to the outside on expansion link (8-1), and described inspection instrument for borehole (3) and relaxation zone tester (4) are installed on expansion link (8-1).
6. one kind utilizes proving installation as claimed in claim 1 improving stability of surrounding rocks in roadway to be carried out to the method for joint test, it is characterized in that: the direction extending longitudinally along tunnel, before backward, divide multiple tunnels sections to carry out stability of surrounding rock joint test to coal mine down-hole tunnel (1), the stability of surrounding rock joint test method of multiple described tunnels sections is all identical; When stability of surrounding rock joint test is carried out for any one tunnel sections, comprise the following steps:
Step one, boring: drilled through in the sections of tested tunnel by rig and organize boring (2) more, the described boring of many groups (2) are laid before backward; Often organize described boring (2) and include three borings (2), three described borings (2) are respectively the boring (2) being laid in boring (2) on coal mine down-hole tunnel (1) top board and two tunnels, the left and right sides being laid in coal mine down-hole tunnel (1) respectively and helping;
Step 2, stability of surrounding rock joint test, process is as follows:
Step 201, single hole are tested: test respectively many groups that drill through in step one described borings (2), and in the described boring of many groups (2), the method for testing of all boring (2) is all identical; When any one boring (2) is tested, comprise the following steps:
Step 2011, boring are spied on: the image information being obtained tested boring (2) inwall by inspection instrument for borehole (3), and the image information of acquisition are uploaded to main control system (6) and carry out simultaneous display and record; According to the image information that main control system (6) shows, the wall-rock crack development degree of tested boring (2) inwall is judged;
Step 2012, wall rock loosening are tested: adopt relaxation zone tester (4) to carry out relaxation zone test to tested boring (2), and relaxation zone test result is uploaded to main control system (6) and carries out simultaneous display and record; According to the relaxation zone test result that main control system (6) shows, the loosening area of surrounding rocks of all gusset rocks of tested boring (2) is judged, complete the single hole test process of tested boring (2), and record is carried out to the single hole test result of this boring (2);
The single hole test result of described tested boring (2) comprises the inwall wall-rock crack development degree of this boring (2) and the loosening area of surrounding rocks of all gusset rocks;
Step 2013, repeatedly repetition step 2011, to step 2012, until complete the single hole test process of all boring (2) on the sections of tested tunnel, and obtain the single hole test result of all boring (2);
Step 202, the overall geologic radar detection in tunnel: adopt geologic radar detection instrument (5), help to carry out full section scanning respectively to the top board of tested tunnel sections, base plate and tunnel, the left and right sides by before backward, and scanning result is uploaded to main control system (6) and carries out simultaneous display and record; According to the scanning result that main control system (6) shows, the adjoining rock stability situation of the top board of tested tunnel sections, base plate and tunnel, left and right sides side is judged, and the position that whether there are cavity (14) and existing cavity (14) is helped to top board, base plate and tunnel, the left and right sides and structure is determined, complete the geologic radar detection process of tested tunnel sections, and record is carried out to the geologic radar detection result of tested tunnel sections;
The geologic radar detection result of described tested tunnel sections comprises the top board of this tunnel sections, base plate and the adjoining rock stability situation of tunnel, left and right sides side, the position that whether there are cavity (14) and existing cavity (14) and structure;
Step 3, comprehensive analysis and judgement: the geologic radar detection result drawing tested tunnel sections in the single hole test result of all boring (2) in the sections of tested tunnel in integrating step 201 and step 202, the stability of surrounding rock of tested tunnel sections is determined, completes the stability of surrounding rock joint test process of tested tunnel sections;
Step 4, according to the method described in step one to step 3, stability of surrounding rock joint test is carried out to next tunnel sections;
Step 5, repeatedly repeat step 4, until complete the stability of surrounding rock joint test process of coal mine down-hole tunnel (1).
7. in accordance with the method for claim 6, it is characterized in that: carry out boring in step 2011 when spying on, first the aperture of inspection instrument for borehole (3) from tested boring (2) is moved at the bottom of hole, then inspection instrument for borehole (3) is moved to aperture at the bottom of the hole of tested boring (2); In described inspection instrument for borehole (3) moving process, the synchronous image information obtaining tested boring (2) inwall position; When the wall-rock crack development degree of tested boring (2) inwall is judged, according to the image information of tested boring (2) inwall position, to the rock crusher situation of tested boring (2) inwall position and whether there is the quantity in crack and existing crack, position, width, bearing of trend and length and judge.
8. according to the method described in claim 6 or 7, it is characterized in that: when carrying out single hole test in step 201, according to the installation position of boring (2), before backward, respectively single hole test is carried out to the described boring of many groups (2); All complete after single hole test until three the described borings (2) of (2) holed described in upper a group, more described boring (2) is organized to next carry out single hole test; The single hole test result often organizing three described borings (2) in described boring (2) forms the stability of surrounding rock subregion test result at this group boring (2) present position place; After completing the single hole test of all boring (2) on the sections of tested tunnel in step 201, obtain the stability of surrounding rock subregion test result at multiple diverse location place on the sections of tested tunnel;
The geologic radar detection result of the sections of tested tunnel described in step 202 is the stability of surrounding rock integrated testability result of tested tunnel sections;
When carrying out comprehensive analysis and judgement in step 3, according to the stability of surrounding rock integrated testability result of the tested tunnel sections drawn in step 202, and the stability of surrounding rock subregion test result at multiple diverse location place on the tested tunnel sections drawn in integrating step 201, the stability of surrounding rock of tested tunnel sections is determined.
9. in accordance with the method for claim 8, it is characterized in that: described inspection instrument for borehole (3) and relaxation zone tester (4) are installed on length-adjustable telescopic arm (8), described telescopic arm (8) is arranged on translating trolleys (7); Described translating trolleys (7) comprises horizontal frame and is arranged on the multiple road wheels bottom described horizontal frame, described geologic radar detection instrument (5) and main control system (6) are installed in described horizontal frame, and described geologic radar detection instrument (5) is arranged on the back side top of described horizontal frame;
Described horizontal frame installed in front has a translation track (9), described translation track (9) is provided with the slip base (10) that an energy moves forward and backward along translation track (9), described telescopic arm (8) bottom is arranged on slip base (10); Described translation track (9) along described horizontal frame transverse width direction lay and its xsect is undercut shape, described translation track (9) is formed by connecting by a horizontal rail being positioned at described horizontal frame top and two vertical tracks laid respectively at below the described horizontal rail left and right sides, and described horizontal rail and two described vertical tracks are all laid on same vertical plane; Described telescopic arm (8) bottom is connected in hinged way with between slip base (10), described slip base (10) is equipped with the hinged seat (11) installed for telescopic arm (8) bottom; Described slip base (10) is provided with the adjustment structure that the angle between telescopic arm (8) and slip base (10) is regulated, described adjustment structure is hydraulic cylinder (12), and the cylinder base of described hydraulic cylinder (12) is arranged on that slip base (10) is upper in hinged way and its piston rod top is arranged on telescopic arm (8) in hinged way; Described telescopic arm (8) comprises expansion link (8-1) and the extension sleeve (8-2) of multiple coaxial package from the inside to the outside on expansion link (8-1), and described inspection instrument for borehole (3) and relaxation zone tester (4) are installed on expansion link (8-1);
Three the described borings (2) often organized in step one in described boring (2) are all laid on same vertical plane and three is all positioned on the transversal section of coal mine down-hole tunnel (1);
When carrying out stability of surrounding rock joint test in step 2, promote translating trolleys (7) along tested tunnel sections by after move forward, when described translating trolleys (7) moves to boring (2) installation position described in a group, by adjusting in the upper position of mobile slip base (10) to telescopic arm (8) of translation track (9), and respectively single hole test is carried out to three described borings (2) in the described boring of this group (2); When single hole test is carried out to any one boring (2), first telescopic arm (8) is moved to outside the aperture of this boring (2), inspection instrument for borehole (3) and relaxation zone tester (4) move at the bottom of hole from the aperture of tested boring (2) by recycling telescopic arm (8), again inspection instrument for borehole (3) and relaxation zone tester (4) are moved to aperture at the bottom of the hole of tested boring (2), just complete the single hole test process of a boring (2); Further, described translating trolleys (7) by rear movement forward, is helped to scan by the backward front top board to tested tunnel sections, base plate and tunnel, the left and right sides by geologic radar detection instrument (5) in the sections of tested tunnel.
10. according to the method described in claim 6 or 7, it is characterized in that: the length of described tunnel sections is 40m ~ 100m; Described in step one, the degree of depth of boring (2) is not more than 15m, and the spacing of holing between (2) described in the two adjacent groups of front and back is 2m ~ 8m.
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| CN201710963688.7A CN107765339B (en) | 2015-05-31 | 2015-05-31 | Improving stability of surrounding rocks in roadway joint test method |
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| CN108444815A (en) * | 2018-04-25 | 2018-08-24 | 山东科技大学 | Engineering rock mass mechanics parameter drilling in-situ testing device and its application method |
| CN109655369A (en) * | 2019-01-22 | 2019-04-19 | 山东理工大学 | A kind of engineering rock mass rock integrity and relaxation zone test method |
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| CN111913216A (en) * | 2020-08-03 | 2020-11-10 | 煤炭科学技术研究院有限公司 | Roadway surrounding rock stability force structure cooperative monitoring method influenced by repeated mining |
| CN111999781A (en) * | 2020-09-14 | 2020-11-27 | 山东科技大学 | Deep well roadway omnibearing surrounding rock structure dynamic measurement analysis method |
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| CN111913216B (en) * | 2020-08-03 | 2022-09-20 | 煤炭科学技术研究院有限公司 | Roadway surrounding rock stability force structure cooperative monitoring method influenced by repeated mining |
| CN111999781A (en) * | 2020-09-14 | 2020-11-27 | 山东科技大学 | Deep well roadway omnibearing surrounding rock structure dynamic measurement analysis method |
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| CN104914484B (en) | 2018-03-09 |
| CN107765339A (en) | 2018-03-06 |
| CN107765339B (en) | 2019-10-25 |
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