CN102704968B - One prevents high stress tunnel lateral wall large deformation gliding method - Google Patents
One prevents high stress tunnel lateral wall large deformation gliding method Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 39
- 239000010959 steel Substances 0.000 claims abstract description 39
- 230000008878 coupling Effects 0.000 claims abstract description 21
- 238000010168 coupling process Methods 0.000 claims abstract description 21
- 238000005859 coupling reaction Methods 0.000 claims abstract description 21
- 239000011435 rock Substances 0.000 claims abstract description 15
- 239000003245 coal Substances 0.000 claims abstract description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 12
- 239000011347 resin Substances 0.000 claims description 12
- 229920005989 resin Polymers 0.000 claims description 12
- 238000004873 anchoring Methods 0.000 claims description 9
- 238000010276 construction Methods 0.000 claims description 9
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 230000008093 supporting effect Effects 0.000 abstract description 11
- 239000002184 metal Substances 0.000 abstract description 7
- 238000009434 installation Methods 0.000 abstract description 2
- 238000003913 materials processing Methods 0.000 abstract description 2
- 230000001737 promoting effect Effects 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
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Abstract
One prevents high stress tunnel lateral wall large deformation Sliding Structures and method, is helped by heavily stressed lane, high strength low relaxed large diameter anchor, channel-section steel, and cuboid coupling and lockset are formed.By arranging the many high strength low relaxed major diameter inclination anchor cables being linked with control side device, high stress tunnel roof and floor country rock and two are helped to be combined into an entirety, wherein the aperture exposed junction part of tilted upward anchor cable passes through metal channel-section steel and cuboid coupling, anchor cable makes twoport metal channel-section steel be anchored on heavily stressed lane side central region after applying high pre-stress, and cuboid coupling is fastening closely connected in the middle inside position of metal channel-section steel, strengthen high stress tunnel lateral wall coal seam compressive strength, the large deformation slippage of restriction lateral wall coal petrography, ensure that high stress tunnel two helps supporting stability, overall structure advantages of simple, safety factor is high, materials processing is easy for installation, cost is low, effective, there is practicality and promotional value widely.
Description
Technical field
The present invention relates to one and prevent high stress tunnel lateral wall large deformation gliding method, be particularly useful for tunnel or underground coal mine high stress tunnel strengthening supporting.
Background technology
High stress tunnel can be divided into tectonic stress type and the large class of Engineering Disturbance type two from stress internus aspect.Tectonic stress type high stress tunnel mainly by digging roadway layout at the natural high stress areas band with crustal movement self-assembling formation, as folded fault region; Engineering Disturbance type high stress tunnel the Engineering Disturbance such as to overhaul owing to intersecting tunnelling by contiguous working face extraction disturbing influence and space multistory and cause tunnel high bearing stress.Along with the increase of China's coal-mine mining depth, geological conditions is increasingly sophisticated, produce the nervous situation situation of Linking up digging increasingly to increase, the heavily stressed complicated roadway quantity in down-hole constantly increases but supporting safe condition corresponding does not with it have remarkable improvement, and the sudden side accident that collapses of large area is in rising trend.In recent years large quantity research is carried out to heavily stressed complicated roadway climax security control aspect, and achieved good on-the-spot supporting effect, various method is adopted to enhance high stress tunnel roof timbering intensity, but to bearing heavily stressed lateral wall research shortcoming relatively equally, the high-strength lane matched with Roof Control helps control structure research less, and large deformation slippage even collapses side accident to cause high stress tunnel two to help country rock to occur.At present, the main supporting method controlling the surrouding rock deformation of high stress tunnel lateral wall has: 1. anchor pole rope Mixed support; 2. metal channel-section steel coordinates cable bolting; 3. bolt grouting supporting; 4. anchor pole rope and steel canopy combined supporting.The deformation slip that above-mentioned four kinds of control methods are helped for different stress coal all plays a role, and method one is difficult to form high-strength supporting and protection structure, be suitable for surrouding rock stress less time roadway's sides control; Method two is by applying high pretightening force to anchor cable, certain supporting effect can be played for lane side surrouding rock deformation among a small circle, but because lockset lock onto channel-section steel opening part, under the heavily stressed superimposed effect of anchor cable high pretightening force and coal side, serious stress is caused to be concentrated, there is a large amount of crack in high stress tunnel two end cut steel opening part peripheral rock, and opening part is very easily torn, and destroys heavily stressed lane side overall structure; Method three and method four control effects are better, but complex procedures, support material cost is high, is difficult to carry out large-scale popularization use in high stress tunnel.Therefore, study that a set of effectively to control high stress tunnel lateral wall large deformation gliding method particularly necessary.
Summary of the invention
One. goal of the invention
The object of the invention is the deficiency existed for prior art, one is provided to prevent high stress tunnel lateral wall large deformation gliding method, it can increase the Surrounding Rock Strength of high stress tunnel lateral wall, the large deformation slippage of restriction lateral wall country rock, ensure lateral wall supporting stability, and needed for the structure formed, support material cost is low, has good engineering actual effect.
Two. technical scheme
The application prevents high stress tunnel lateral wall large deformation gliding method, the main one that can be formed prevents high stress tunnel lateral wall large deformation Sliding Structures, this large deformation Sliding Structures is characterised in that: it comprises heavily stressed lane side 1, heavily stressed lane side 1 bears heavily stressed coal rock medium by both sides between at the bottom of top, tunnel and forms, high strength low relaxed large diameter anchor 2, channel-section steel 3, cuboid coupling 4 and lockset 5, described high strength low relaxed large diameter anchor 2 structure is 1 × 19 steel strand, array pitch is 0.8-2.4m, diameter is 17-22mm, pretightning force is 120-250KN, heavily stressed lane helps 1 region, upper and lower two Circularhole diameter to be 17-35mm, spacing is 1-6m, high strength low relaxed large diameter anchor 2 passes two circular holes in the heavily stressed lane side 1 of channel-section steel 3 and correspondence, be anchored in heavily stressed lane side 1 by lockset 5, high strength low relaxed large diameter anchor 2 helps 1 vertical direction angle to be 5-85 ° with heavily stressed lane, the described circular hole degree of depth is 4-12m, in circular hole, the total length of resin anchoring agent is 1.2-4.8m.
Its construction sequence is: the first step, after tunnel initating, utilizes anchor cable rig to help 1 top machine lower area to bore two circular holes to heavily stressed lane, and channel-section steel 3 is close to heavily stressed lane side 1 along tunnel axis vertical direction, second step, the resin anchoring agent putting into some in 1 upper area circular hole is helped to heavily stressed lane, utilize high strength low relaxed large diameter anchor 2 by the bottom of resin anchoring agent press-in hole, adopt anchor cable rig agitating resin Anchor Agent, high strength low relaxed large diameter anchor 2 one end is anchored in deep wall rock completely, high strength low relaxed large diameter anchor 2 other end passes through the circular hole hole 1 on channel-section steel 3 and the circular hole hole 1 in cuboid coupling 4 and hole 29, lock with lockset 5 after utilizing the high strength low relaxed large diameter anchor 2 of anchor cable rig stretch-draw, and make channel-section steel 3 web and heavily stressed lane help 1 to contact in face completely, two circular hole holes 1 on channel-section steel 3 and hole 27 help two circular holes on 1 substantially to overlap with heavily stressed lane, 3rd step, same construction method is adopted to help 1 lower area circular hole to install high strength low relaxed large diameter anchor 2 additional to heavily stressed lane, and high strength low relaxed large diameter anchor 2 is passed through the circular hole hole 27 on channel-section steel 3 and the circular hole hole 3 10 on cuboid coupling 4 and hole 4 11, above-below direction adjustment cuboid coupling 4, cuboid coupling 4 is made to be fixed on channel-section steel 3 middle inside position, lock with lockset 5 after utilizing the high strength low relaxed large diameter anchor 2 of anchor cable rig stretch-draw, along with tunnel is tunneled forward, keep certain array pitch sequence construction.
Three. technique effect
The present invention arranges the many high strength low relaxed major diameter inclination anchor cables being linked with control side device and top sole country rock and two is helped to be combined into an entirety, owing to anchor cable lock to be arranged at respectively cuboid coupling two opposite side, avoid metal channel-section steel aperture place and form concentrated stress, support earth pressure is distributed and is tending towards dispersion, bear high stress tunnel lateral wall and effectively prevent under the two ore control of metal channel-section steel and fastening cuboid coupling and occur large deformation slippage.Simultaneously, cuboid coupling is fastening closely connected in metal channel-section steel middle inside position, improve the Surrounding Rock Strength of high stress tunnel lateral wall, there is large deformation slippage in restriction lateral wall country rock, ensures lateral wall supporting stability, overall structure advantages of simple, safety factor is high, and materials processing is easy for installation, effective, cost is low, has practicality and good promotional value widely.
Accompanying drawing explanation
Accompanying drawing 1 is schematic diagram of the present invention.
Accompanying drawing 2 is channel-section steel structural representations.
Accompanying drawing 3 is cuboid joiner structure schematic diagrames.
Detailed description of the invention
Below in conjunction with the embodiment of in accompanying drawing, the invention will be further described:
Of the present inventionly prevent high stress tunnel lateral wall large deformation gliding method, the main one that can be formed prevents high stress tunnel lateral wall large deformation Sliding Structures, this large deformation Sliding Structures comprises heavily stressed lane side 1, heavily stressed lane side 1 bears heavily stressed coal rock medium by both sides between at the bottom of top, tunnel and forms, high strength low relaxed large diameter anchor 2, channel-section steel 3, cuboid coupling 4 and lockset 5.Specific construction step is: the first step, after tunnel initating, utilizes anchor cable rig to help 1 region, upper and lower to bore two circular holes to heavily stressed lane, by channel-section steel 3 along the difficult Nogata of tunnel axis to being close to heavily stressed lane side 1, second step, the resin anchoring agent putting into some in 1 upper area circular hole is helped to heavily stressed lane, utilize high strength low relaxed large diameter anchor 2 by the bottom of resin anchoring agent press-in hole, adopt anchor cable rig agitating resin Anchor Agent, high strength low relaxed large diameter anchor 2 one end is anchored in deep wall rock completely, high strength low relaxed large diameter anchor 2 other end passes through the circular hole hole 1 on channel-section steel 3 and the circular hole hole 1 in cuboid coupling 4 and hole 29, lock with lockset 5 after utilizing the high strength low relaxed large diameter anchor 2 of anchor cable rig stretch-draw, and make channel-section steel 3 web and heavily stressed lane help 1 to contact in face completely, two circular hole holes 1 on channel-section steel 3 and hole 27 help two circular holes on 1 substantially to overlap with heavily stressed lane, 3rd step, same construction method is adopted to help 1 lower area circular hole to install high strength low relaxed large diameter anchor 2 additional to heavily stressed lane, and high strength low relaxed large diameter anchor 2 is passed through the circular hole hole 27 on channel-section steel 3 and the circular hole hole 3 10 on cuboid coupling 4 and hole 4 11, above-below direction adjustment cuboid coupling 4, cuboid coupling 4 is made to be fixed on channel-section steel 3 middle inside position, lock with lockset 5 after utilizing the high strength low relaxed large diameter anchor 2 of anchor cable rig stretch-draw, along with tunnel is tunneled forward, keep certain array pitch sequence construction.High strength low relaxed large diameter anchor 2 structure is 1 × 19 steel strand, array pitch is 0.8-2.4m, diameter is 17-22mm, pretightning force is 120-250KN, heavily stressed lane helps 1 region, upper and lower two Circularhole diameter to be 17-35mm, spacing is 1-6m, high strength low relaxed large diameter anchor 2 passes two circular holes in the heavily stressed lane side 1 of channel-section steel 3 and correspondence, be anchored in heavily stressed lane side 1 by lockset 5, high strength low relaxed large diameter anchor 2 helps 1 vertical direction angle to be 5-85 ° with heavily stressed lane, the described circular hole degree of depth is 4-12m, in circular hole, the total length of resin anchoring agent is 1.2-4.8m.
Claims (1)
1. one kind prevents high stress tunnel lateral wall large deformation gliding method, tunnel lateral wall large deformation Sliding Structures is prevented for the formation of one, this large deformation Sliding Structures is characterised in that: it comprises heavily stressed lane side (1), high strength low relaxed large diameter anchor (2), channel-section steel (3), cuboid coupling (4) and lockset (5), described heavily stressed lane side (1) is born heavily stressed coal rock medium by both sides between at the bottom of top, tunnel and is formed, described high strength low relaxed large diameter anchor (2) structure is 1 × 19 steel strand, array pitch is 0.8-2.4m, diameter is 17-22mm, pretightning force is 120-250KN, heavily stressed lane side (1) region, upper and lower two Circularhole diameter is 17-35mm, spacing is 1-6m, described high strength low relaxed large diameter anchor (2) is through two circular holes on heavily stressed lane side (1) of channel-section steel (3) and correspondence, be anchored in heavily stressed lane side (1) by lockset (5), high strength low relaxed large diameter anchor (2) and heavily stressed lane help (1) vertical direction angle to be 5-85 °, the described circular hole degree of depth is 4-12m, in circular hole, the total length of resin anchoring agent is 1.2-4.8m,
Its construction sequence is:
The first step, after tunnel initating, utilizes anchor cable rig to help (1) region, upper and lower to bore two circular holes to heavily stressed lane, and channel-section steel (3) is close to heavily stressed lane side (1) along tunnel axis vertical direction;
Second step, the resin anchoring agent of some is put in heavily stressed lane side (1) upper area circular hole, utilize high strength low relaxed large diameter anchor (2) by the bottom of resin anchoring agent press-in hole, adopt anchor cable rig agitating resin Anchor Agent, high strength low relaxed large diameter anchor (2) one end is anchored in deep wall rock completely, high strength low relaxed large diameter anchor (2) other end passes through the circular hole hole one (6) on channel-section steel (3) and the circular hole hole one (8) in cuboid coupling (4) and hole two (9), the high strength low relaxed large diameter anchor of anchor cable rig stretch-draw (2) is utilized to use lockset (5) to lock afterwards, and make channel-section steel (3) web help (1) to contact in face completely with heavily stressed lane, two circular hole holes one (6) on channel-section steel (3) and hole two (7) help (1) upper two circular holes substantially to overlap with heavily stressed lane,
3rd step, same construction method is adopted to help (1) lower area circular hole to install high strength low relaxed large diameter anchor (2) additional to heavily stressed lane, and high strength low relaxed large diameter anchor (2) is passed through the circular hole hole two (7) on channel-section steel (3) and the circular hole hole three (10) on cuboid coupling (4) and Kong Si (11), above-below direction adjustment cuboid coupling (4), cuboid coupling (4) is made to be fixed on channel-section steel (3) middle inside position, the high strength low relaxed large diameter anchor of anchor cable rig stretch-draw (2) is utilized to use lockset (5) to lock afterwards, along with tunnel is tunneled forward, keep certain array pitch sequence construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210156928.XA CN102704968B (en) | 2012-05-21 | 2012-05-21 | One prevents high stress tunnel lateral wall large deformation gliding method |
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| CN201210156928.XA CN102704968B (en) | 2012-05-21 | 2012-05-21 | One prevents high stress tunnel lateral wall large deformation gliding method |
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| CN102704968A CN102704968A (en) | 2012-10-03 |
| CN102704968B true CN102704968B (en) | 2016-01-06 |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4630974A (en) * | 1985-03-13 | 1986-12-23 | Price & Adams | Roof support system for a mine and method for providing the same |
| US5193940A (en) * | 1991-08-23 | 1993-03-16 | Dyckerhoff & Widmann Ag | Mine roof support system |
| CN1594834A (en) * | 2004-07-12 | 2005-03-16 | 中国矿业大学 | Truss supporting technology for ingredient top slope deformation control |
| CN102121389A (en) * | 2010-06-02 | 2011-07-13 | 中国矿业大学(北京) | Method for preventing and treating roof falling and side collapsing of coal roadway surrounding rock by anchor rope truss |
-
2012
- 2012-05-21 CN CN201210156928.XA patent/CN102704968B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4630974A (en) * | 1985-03-13 | 1986-12-23 | Price & Adams | Roof support system for a mine and method for providing the same |
| US5193940A (en) * | 1991-08-23 | 1993-03-16 | Dyckerhoff & Widmann Ag | Mine roof support system |
| CN1594834A (en) * | 2004-07-12 | 2005-03-16 | 中国矿业大学 | Truss supporting technology for ingredient top slope deformation control |
| CN102121389A (en) * | 2010-06-02 | 2011-07-13 | 中国矿业大学(北京) | Method for preventing and treating roof falling and side collapsing of coal roadway surrounding rock by anchor rope truss |
Non-Patent Citations (3)
| Title |
|---|
| 《深部复合顶板煤巷预应力桁架锚索梁支护技术》;张永青等;《矿业工程研究》;20111220;第26卷(第4期);第10-14页 * |
| 《王村矿留小煤柱沿空掘巷控制技术》;安智海等;《能源技术与管理》;20080220(第1期);第7-9页 * |
| 《采动剧烈影响的垮冒煤巷新的锚索桁架支护试验探索》;李书勇;《科技与企业》;20111022;第138页 * |
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