CN104453964A - Telescopic anchor cable truss device and method for supporting tunnel roof - Google Patents
Telescopic anchor cable truss device and method for supporting tunnel roof Download PDFInfo
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- CN104453964A CN104453964A CN201410817222.2A CN201410817222A CN104453964A CN 104453964 A CN104453964 A CN 104453964A CN 201410817222 A CN201410817222 A CN 201410817222A CN 104453964 A CN104453964 A CN 104453964A
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- 238000000034 method Methods 0.000 title claims abstract description 23
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 69
- 239000010959 steel Substances 0.000 claims abstract description 69
- 239000011435 rock Substances 0.000 claims abstract description 33
- 238000001125 extrusion Methods 0.000 claims abstract description 10
- 150000001875 compounds Chemical class 0.000 claims description 60
- 238000010168 coupling process Methods 0.000 claims description 35
- 238000005859 coupling reaction Methods 0.000 claims description 35
- 230000008878 coupling Effects 0.000 claims description 34
- 231100000241 scar Toxicity 0.000 claims description 9
- 235000008331 Pinus X rigitaeda Nutrition 0.000 claims description 8
- 235000011613 Pinus brutia Nutrition 0.000 claims description 8
- 241000018646 Pinus brutia Species 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 6
- 239000002360 explosive Substances 0.000 claims description 4
- 239000011347 resin Substances 0.000 claims description 4
- 229920005989 resin Polymers 0.000 claims description 4
- 239000002131 composite material Substances 0.000 abstract 4
- 230000000694 effects Effects 0.000 description 5
- 230000003068 static effect Effects 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 3
- 238000005065 mining Methods 0.000 description 3
- 241001347978 Major minor Species 0.000 description 2
- 230000015556 catabolic process Effects 0.000 description 2
- 238000006731 degradation reaction Methods 0.000 description 2
- 230000002779 inactivation Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000011159 matrix material Substances 0.000 description 2
- 239000000178 monomer Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 241000668854 Howardia biclavis Species 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000010339 dilation Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D17/00—Caps for supporting mine roofs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
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- Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
Abstract
The invention discloses a telescopic anchor cable truss device for supporting a tunnel roof. The telescopic anchor cable truss device comprises two anchor cables anchored in drilled holes in the two sides of the tunnel roof respectively and a composite beam, and the composite beam is connected with the tails of the anchor cables and is closely attached to the rock surface of the roof. The length of the composite beam is adjusted according to the bearing acting force generated to the composite beam when the rock layer of the tunnel roof horizontally moves so as to restrain or adapt to horizontal extrusion or expansion deformation of the tunnel roof. The anchor cable truss device is simple in structure and convenient to use, and the technical problem that in a traditional anchor beam structure, a steel beam is distorted, torn and loosened and is out of work when the rock layer of the tunnel roof horizontally moves is solved. In addition, the invention provides a method for supporting the tunnel roof through the device.
Description
Technical field
The invention belongs to colliery tunnel support technical field, particularly relate to a kind of telescopic anchor rope truss device and method for back supporting.
Background technology
In recent years, along with the increasing of pit mining scale, mining rate and mining depth, roadway surrounding rock pressure increases gradually, especially Geological Structure Effect region, not only shows in the increase of vertical stress, is more mainly manifested in the increase of horizontal stress.For the impact of horizontal stress on improving stability of surrounding rocks in roadway, Chinese scholars has carried out corresponding research, points out that tunnel is pushed up, the principal element of coal seam floor failure is horizontal stress instead of vertical stress.The maximum horizontal stress that Australia scholar proposes bolt support is theoretical, set forth tunnelling direction different from biggest principal stress direction time Drift stability difference.Related tests research shows: along with the increase of horizontal stress, anchor (bar) rope supported laneway top board presents stratiform roof completely failing, when horizontal stress is increased to a certain degree, after anchoring body is all caving, also presents wedge shape inbreak outside anchorage zone.
At present, the supporting of anchor (bar) rope is used widely in colliery tunnel support field., a series of problem that be unfavorable for roadway surrounding rock control such as complex geologic conditions unstable heavily stressed at reply mine has played very important effect.But to the large section roadway be under great horizontal stress condition and by the gob side entry adopting dramatic impact, rock stratum horizontal movement and the back that causes extrude-loosen dilatation large deformation and often move towards to be formed zone of fracture along tunnel, easily bring out roof fall and be caving accident, keep the safety in production totally unfavorable to roadway maintenance and work plane.The deformation failure that traditional anchor (bar) rope support pattern can not adapt to back horizontal movement to a certain extent and cause, it is mainly reflected in several aspect: monomer anchor (bar) rope is point load, supporting scope is little, and it is more weak to protect table ability; Anchor beam structure, such as anchor cable-W steel band of model, anchor cable-M steel band of model, anchor cable-reinforcing bar ladder beam, the anchor cable-combination such as steel channel beam, compound beam strengthening supporting structure extrude-loosen in back horizontal movement in dilation process, phenomenons such as easily causing steel band or girder steel distortion, tear, fracture, protect table and act on large heavy discount, and then causing combined support structure permanent failure, integer support intensity declines; Compound beam has obvious superiority in roadway support, a kind of prestressing force supporting and protection structure that compressive stress can be provided in the level of back and vertical simultaneously, overcome the defect that monomer cable bolting can not provide horizontal tensile force, thus make the body in anchorage zone be in multidimensional squeezed state, but in back rock stratum horizontal movement extrusion process used for forming, the compound beam being close to top board scar also often gets loose failure phenomenon, makes it to the support action rapid drawdown of top board and collapse to emit danger also larger.Back horizontal movement and cause extruding pine enlargement deformation be even caving the safety in production that roof fall accident has had a strong impact on modernization high-yield and high-efficiency fully-mechanized mining working.
Summary of the invention
Object of the present invention is exactly to solve the problem, a kind of telescopic anchor rope truss device for back supporting is provided, its structure is simple, easy to use, its compound beam can according to the size to the carrying active force that it produces during the horizontal movement of back rock stratum, adjust himself length, reach and suppress or adapt to the object that back lateral extrusion-Song expands distortion, and guarantee that compound beam can not be distorted and tear, disconnect the phenomenons such as inefficacy, prevent tunnel to be caving the generation of roof fall accident; In addition, the present invention also provides a kind of method adopting said apparatus to carry out supporting.
For realizing above-mentioned purpose of the present invention, a kind of telescopic anchor rope truss device for back supporting of the present invention comprises: for being anchored at two anchor cables in the boring of back both sides respectively; The compound beam be close on top board scar be connected respectively with the afterbody of two anchor cables; Wherein, described compound beam according to during the horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, to suppress or to adapt to back lateral extrusion or pine expands distortion.
Wherein, described compound beam comprises: girder; The auxiliary girder that its one end and girder one end overlap; Be arranged on the coupling assembling of girder and auxiliary girder lap segment, together with being fixedly clamped with the lap segment of auxiliary girder by girder.
Wherein, described girder and described auxiliary girder away from end be respectively arranged with anchor cable hole for passing for described anchor cable.
Wherein, described girder comprises major trough steel and a pair master being separately positioned on major trough steel cross section both sides moves close to somebody's ear; Described auxiliary girder comprises secondary channel-section steel moves close to somebody's ear with a pair pair being separately positioned on secondary channel-section steel cross section both sides; Wherein, described major trough steel one end is inserted in one end of described secondary channel-section steel, and a pair pair of described secondary channel-section steel one end is moved close to somebody's ear to take respectively a pair master being placed on described major trough steel one end and moved close to somebody's ear; Wherein, the external surface of described secondary channel-section steel and the inner surface of described major trough steel match.
Wherein, described coupling assembling comprises: the external splint being placed in outside, described major trough steel one end, has to be attached to described a pair master respectively and to move close to somebody's ear outside stretch out in a pair external splint that a pair master move close to somebody's ear and move close to somebody's ear; Be placed in the inner splint of inside, described secondary channel-section steel one end, have and be attached to described a pair pair respectively and move close to somebody's ear inside stretch out in a pair inner splint that a pair pair move close to somebody's ear and move close to somebody's ear; For moving close to somebody's ear part and stretch out in main external splint of moving close to somebody's ear and move close to somebody's ear the bolt that partial fixing connects as one by stretching out in inner splint that pair moves close to somebody's ear.
In addition, the present invention also provides a kind of method adopting device supported laneway top board as above, and it comprises the steps:
Utilize hammer drill, tunnel the top board both sides being positioned at same section respectively Drilling go out a boring;
Utilize anchor cable agitator, hammer drill and resin explosive roll, two anchor cables are anchored at respectively in two borings;
The afterbody of compound beam with two anchor cables is connected respectively, so that compound beam is close on the scar of top board;
Utilize tensioner and anchor cable fastening assembly to carry out the process of stretch-draw pretension respectively to two anchor cables, so that two anchor cables are combined, beam is connected and fixed;
It is characterized in that, described compound beam according to during the horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, to suppress or to adapt to back rock stratum lateral extrusion or pine expands distortion.
Wherein, described compound beam comprises: girder; The auxiliary girder that its one end and girder one end overlap; Be arranged on the coupling assembling of girder and auxiliary girder lap segment, together with being fixedly clamped with the lap segment of auxiliary girder by girder.
Wherein, described compound beam regulates himself length to comprise the steps:
When the active force that the horizontal movement of back rock stratum causes described girder and described auxiliary girder to carry along its length is less than or equal to the stiction resistance produced when described coupling assembling clamps described girder and auxiliary girder lap segment, described girder and described auxiliary girder lap segment do not carry out the adjustment of its length;
When the active force that the horizontal movement of back rock stratum causes described girder and described auxiliary girder to carry along its length is greater than the stiction resistance produced when described coupling assembling clamps the lap segment of described girder and auxiliary girder, the length of described girder and described auxiliary girder lap segment increases or reduces, so that the total length of described girder and described auxiliary girder reduces or increases.
Wherein, form the compound beam with described lap segment to comprise the steps:
Described girder major trough steel one end is inserted in one end of secondary for described auxiliary girder channel-section steel;
A pair pair of described secondary channel-section steel one end is moved close to somebody's ear to take respectively a pair master being placed on described major trough steel one end move close to somebody's ear;
Wherein, the external surface of described secondary channel-section steel and the inner surface of described major trough steel match.
Preferably, coupling assembling is arranged on compound beam lap segment to comprise the steps:
The external splint of coupling assembling is placed in the outside of described major trough steel one end, makes a pair external splint of external splint move close to somebody's ear to be attached to respectively described a pair master and move close to somebody's ear outside stretch out in a pair master and move close to somebody's ear;
The inner splint of coupling assembling is placed in the inside of described secondary channel-section steel one end, makes a pair inner splint of inner splint move close to somebody's ear to be attached to respectively described a pair pair and move close to somebody's ear inside stretch out in a pair pair and move close to somebody's ear;
By bolt, move close to somebody's ear part and stretch out in main external splint of moving close to somebody's ear and move close to somebody's ear partial fixing and connect as one by stretching out in inner splint that pair moves close to somebody's ear respectively.
Compared with prior art, a kind of telescopic anchor rope truss devices and methods therefor for back supporting of the present invention has following beneficial effect:
1) when the active force causing compound beam to carry along its length when the horizontal movement of back rock stratum is less than or equal to the static friction force of coupling assembling clamping generation, combined beam structure is stablized, and can play the effect suppressing back lateral extrusion-Song to expand distortion; When the active force of compound beam carrying is greater than the static friction force of coupling assembling clamping generation, the length of compound beam appropriateness can lengthen or reduce, to adapt to, back lateral extrusion-loosening dilatation is out of shape, guarantee that compound beam can not be distorted to tear, disconnect the phenomenons such as inefficacy, thus prevent tunnel to be caving the generation of roof fall accident;
2) anchor rope truss structure of the present invention compound beam damage inactivation, the degradation difficult problem under supporting intensity that effectively can solve the large section roadway that is in great horizontal stress condition and cause because top board horizontal movement extruding-Song expands distortion by the gob side entry adopting dramatic impact.
Below in conjunction with accompanying drawing, the present invention is described in detail.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of a kind of telescopic anchor rope truss of the present invention for back supporting;
Fig. 2 is the top view shown in Fig. 1;
Fig. 3 is the structural representation of compound beam of the present invention;
Fig. 4 is I-I sectional view in Fig. 3.
Description of reference numerals: 1-tunnel; 2-compound beam; 2a-girder; 21a-master moves close to somebody's ear; 2b-auxiliary girder; 21b-pair is moved close to somebody's ear; 3-anchor cable; The main anchor cable hole of 4-, secondary anchor cable hole; 5-coupling assembling; 5a-external splint; 51a-external splint is moved close to somebody's ear; 5b-inner splint; 51b-inner splint is moved close to somebody's ear; 5c-bolt; 6-back rock stratum; Portion of side, 7-tunnel.
Detailed description of the invention
As Figure 1-Figure 4, the invention provides a kind of telescopic anchor rope truss device for back supporting, it comprises: for being anchored at two anchor cables 3 in the boring of top board both sides, tunnel 1 respectively; With the afterbody of two anchor cables 3 be connected respectively for being close to the compound beam 2 on top board scar; Wherein, compound beam 2 according to during 6 horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, to suppress or to adapt to back rock stratum 6 lateral extrusion or pine expands distortion.
In actual use, on the top board in tunnel, the anchor rope truss structure (as shown in Figure 2) that many covers are parallel can be arranged continuously along tunnel trend, wherein, often the compound beam overlapped in anchor rope truss structure is connected respectively with the afterbody of two anchor cables, and two borings of two anchor cable institutes anchoring should be positioned at same section top board both sides, tunnel, and tilt to portion of side, tunnel 7, after being connected with compound beam by the anchor cable of pretension and vertical direction to be the angle of 10 ° ~ 30 °, and each boring all should go deep into the stable without Fractured zone of rock stratum, back both sides, thus ensure that every root anchor cable all can play one's part to the full.
In telescopic anchor rope truss device of the present invention, often overlap compound beam 2 can according to during 6 horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, thus reach the object suppressing or adapt to back rock stratum 6 lateral extrusion or pine expansion distortion.
Concrete, as shown in Figure 3, compound beam 2 of the present invention comprises: girder 2a; The auxiliary girder 2b that one end of its one end and girder 2a overlaps; Be arranged on the coupling assembling 5 of girder 2a and major-minor beam 2b lap segment, together with being fixedly clamped with the lap segment of auxiliary girder 2b by girder 2a.
The present invention is by being inserted in girder certain length by auxiliary girder and making the inner surface tight connecting of auxiliary girder and girder, and then adopt multiple coupling assembling (preferred, coupling assembling is 2-3) girder and auxiliary girder lap segment are fixedly clamped, when the active force that back rock stratum 6 horizontal movement causes girder 2a and auxiliary girder 2b to carry along its length be less than or equal to coupling assembling clamping girder 2a and major-minor beam 2b lap segment produce static friction force time, the Stability Analysis of Structures of whole compound beam, girder and auxiliary girder lap segment can not produce relative sliding, thus the effect suppressing back lateral extrusion-Song to expand distortion can be played, and when the active force that girder 2a and auxiliary girder 2b carries along its length is greater than the static friction force of coupling assembling clamping girder 2a and the generation of auxiliary girder 2b lap segment, the length of girder 2a and auxiliary girder 2b lap segment can increase or reduce, the entire length of whole compound beam is made to reduce or increase, thus enable compound beam adapt to back lateral extrusion or loosening dilatation distortion, guarantee that compound beam can not be distorted to tear, disconnect the phenomenons such as inefficacy, ensure that overall structure can not cause damage.Therefore, adopt anchor rope truss structure of the present invention, a degradation difficult problem under the compound beam damage inactivation that effectively can solve the large section roadway that is in great horizontal stress condition and cause because top board horizontal movement extruding-Song expands distortion by the gob side entry adopting dramatic impact, supporting intensity.
Preferably, as shown in Figure 3, Figure 4, girder 2a of the present invention comprises a pair master that major trough steel and the outside level that is separately positioned on major trough steel both sides stretch out and moves close to somebody's ear 21a; Auxiliary girder 2b comprises secondary channel-section steel and is separately positioned on secondary channel-section steel both sides and a pair pair that outwards level is stretched out moves close to somebody's ear 21b; Wherein, major trough steel one end is inserted in one end of secondary channel-section steel, and a pair pair of secondary channel-section steel one end is moved close to somebody's ear 21b and taken a pair master being placed on major trough steel one end respectively and move close to somebody's ear on 21a, and the external surface of secondary channel-section steel and the inner surface of major trough steel match.
During making, girder and auxiliary girder are made by short channel-section steel, and main moving close to somebody's ear moves close to somebody's ear all to adopt process for stamping to be made with pair; Then, auxiliary girder is inserted in girder and makes both coincidence certain lengths, namely intersection forms the described lap segment of compound beam.When making, the physical dimension of auxiliary girder and the physical dimension of girder should be made to match, so that when auxiliary girder is inserted in girder, the external surface of auxiliary girder and the inner surface of girder can tight connectings mutually.After girder, auxiliary girder form lap segment, be inserted in 2-3 coupling assembling 5 in lap segment, and pass through the method for pretension coupling assembling bolt, girder and auxiliary girder are connected as one.Preferably, girder and auxiliary girder intersection length in an initial condition can be determined according to actual user demand, and prefastening torque during pretension bolt sets on request.
Wherein, as shown in Figure 3, Figure 4, coupling assembling 5 of the present invention comprises: the external splint 5a being placed in outside, major trough steel one end, has for being attached to a pair master respectively that to move close to somebody's ear 21a outside and stretch out in a pair master and move close to somebody's ear a pair external splint of 21a and move close to somebody's ear 51a; Being placed in the inner splint 5b of inside, secondary channel-section steel one end, having for being attached to a pair pair respectively that to move close to somebody's ear 21b inner and stretch out in a pair pair and move close to somebody's ear a pair inner splint of 21b and move close to somebody's ear 51b; For moving close to somebody's ear the inner splint of 21b move close to somebody's ear 51b part and stretch out in main external splint of moving close to somebody's ear 21a and move close to somebody's ear the bolt 5c that 51a partial fixing connects as one by stretching out in pair.
Because girder of the present invention, auxiliary girder are all in matrix, and inner splint is placed in the inner surface of auxiliary girder, external splint is placed in the external surface of girder, therefore, inner splint and external splint are also respectively in matrix, and the physical dimension of inner splint and the physical dimension of auxiliary girder should be made to match, the physical dimension of external splint and the physical dimension of girder are matched, so that when inner splint, auxiliary girder, girder, external splint are fitted together, the surface that adjacent two parts contact can tight connecting mutually, thus increases the contact area between adjacent two parts.
Wherein, a pair inner splint moves close to somebody's ear to move close to somebody's ear to be fixedly connected with respectively by tools for bolts ' pretension with a pair external splint, owing to having certain spacing (this spacing is suitable with the thickness sum that master moves close to somebody's ear, pair is moved close to somebody's ear) between the inner splint of compound beam same side is moved close to somebody's ear and external splint is moved close to somebody's ear, therefore, when adopting bolt to be moved close to somebody's ear to connect by above-mentioned inside and outside clamping plate, tools for bolts ' pretension moment of torsion is larger, inside and outside clamping plate move close to somebody's ear between spacing less, when coupling assembling clamping girder and auxiliary girder, the stiction that produces is larger.And due to the existence of stiction between coupling assembling and girder, auxiliary girder, make compound beam 2 of the present invention can according to during 6 horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust the length of himself, suppress or adapt to reach the object that back lateral extrusion-Song expands distortion.
Wherein, in order to two anchor cables being connected as one with compound beam, compound beam girder and auxiliary girder away from end be respectively arranged with anchor cable hole for passing for anchor cable.
Concrete, the other end of girder 2a major trough steel is provided with the main anchor cable hole 4 for connecting an anchor cable afterbody in two anchor cables 3, the other end of the secondary channel-section steel of auxiliary girder 2b is provided with the secondary anchor cable hole 4 for connecting another root anchor cable afterbody in two anchor cables 3, by two anchor cable afterbodys are penetrated main anchor cable hole, secondary anchor cable hole respectively, by tensioner and anchor cable 3 fastening assembly, stretch-draw pretension is carried out to every root anchor cable again, compound beam 2 can be made to be close on the scar of back, thus by anchor cable and compound beam, effective support is carried out to back.
Except above-mentioned telescopic anchor rope truss device, the present invention also provides the method adopting above-mentioned telescopic anchor rope truss device back to be carried out to supporting, and the method comprises the steps:
Utilize hammer drill, tunnel the top board both sides being positioned at same section respectively Drilling go out a boring;
Utilize anchor cable 3 agitator, hammer drill and resin explosive roll, the termination of two anchor cables 3 is anchored at respectively in two borings;
The afterbody of compound beam 2 with two anchor cables 3 is connected respectively;
Tensioner and anchor cable fastening assembly is utilized to carry out the process of stretch-draw pretension respectively to two anchor cables 3, so that compound beam 2 is close on the scar of top board;
Wherein, compound beam 2 according to during 6 horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, to suppress or to adapt to the effect that the lateral extrusion of back or pine expand distortion.
Wherein, compound beam 2 regulates himself length to comprise the steps:
During the stiction resistance produced when the active force that back rock stratum 6 horizontal movement causes girder and auxiliary girder to carry along its length is less than or equal to coupling assembling clamping girder and auxiliary girder lap segment, girder and auxiliary girder lap segment do not carry out the adjustment of its length;
During the stiction resistance produced when the active force that back rock stratum 6 horizontal movement causes girder and auxiliary girder to carry along its length is greater than the lap segment of coupling assembling clamping girder and auxiliary girder, the length of girder and auxiliary girder lap segment increases or reduces, so that the total length of compound beam reduces or increases.
Wherein, form the compound beam with lap segment to comprise the steps:
Girder 2a major trough steel one end is inserted in one end of secondary for auxiliary girder 2b channel-section steel;
A pair pair of secondary channel-section steel one end is moved close to somebody's ear 21b and take a pair master being placed on major trough steel one end respectively and move close to somebody's ear on 21a;
Wherein, during design, the inner surface of the external surface of secondary channel-section steel and major trough steel should be made to match.
Wherein, coupling assembling 5 is arranged on compound beam lap segment to comprise the steps:
The external splint 5a of coupling assembling 5 is placed in the outside of secondary channel-section steel one end, makes a pair external splint of external splint 5a move close to somebody's ear 51a and be attached to a pair pair respectively to move close to somebody's ear 21b outside and stretch out in a pair pair and move close to somebody's ear 21b;
The inner splint 5b of coupling assembling 5 is placed in the inside of major trough steel one end, makes a pair inner splint of inner splint 5b move close to somebody's ear 51b and be attached to a pair master respectively to move close to somebody's ear 21a inner and stretch out in a pair master and move close to somebody's ear 21a;
By bolt 5c, move close to somebody's ear the external splint of 21b move close to somebody's ear 51a part and stretch out in main inner splint of moving close to somebody's ear 21a and move close to somebody's ear 51b partial fixing and connect as one by stretching out in pair respectively, the lap segment of girder, auxiliary girder is clamped, and by the prefastening torque of adjusting bolt, regulate the stiction of coupling assembling and girder, auxiliary girder lap segment junction.
In concrete Bracing Process, as required, on the top board of tunnel 1, move towards along tunnel to arrange multiple continuous print telescopic anchor rope truss device, and multiple telescopic anchor rope truss device is parallel to each other.
Wherein, each telescopic anchor rope truss device is arranged in the following order:
1, hole.Use hammer drill to cut a hole two borings on the top board of tunnel 1, two borings are in same section top board both sides, and tilt to portion of side 7, tunnel fillet.When drilling operation, the position of each boring should be determined according to the angle formed required between the line between the anchor cable hole on the boring designed and compound beam and vertical direction, preferably, this angle is 10 ° ~ 30 ° angles, and, during drilling operation, Drilling each boring out all should go deep into back both sides rock stability without Fractured zone, to ensure that anchor cable can play one's part to the full.
2, anchor cable end anchorage.Use anchor cable to push at the bottom of hole by resin explosive roll, utilize anchor cable agitator to be connected with hammer drill by anchor cable afterbody, start and rise hammer drill, propelling limit, limit is stirred, and stops creeping into, then shut down after stirring 10 ~ 15s after anchor cable termination pushes foot of hole;
3, compound beam is installed.After two complete anchorings in anchor cable termination, the anchor cable hole one_to_one corresponding at two anchor cable afterbodys and compound beam two ends is penetrated wherein, is close on top board scar to make compound beam;
4, stretch-draw pretension anchor cable.At anchor cable afterbody, small raft, clip type lockset are installed successively, re-use Special tension facility stretch-draw pretension, then adopt same procedure stretch-draw pretension opposite side anchor cable, thus supporting is carried out to back.
Although be explained in detail the present invention above; but the present invention is not limited thereto; those skilled in the art can principle according to the present invention modify, and therefore, all various amendments carried out according to principle of the present invention all should be understood to fall into protection scope of the present invention.
Claims (10)
1., for a telescopic anchor rope truss device for back supporting, it is characterized in that, comprising:
For being anchored at two anchor cables in the boring of back both sides respectively;
The compound beam be close on top board scar be connected respectively with the afterbody of two anchor cables;
Wherein, described compound beam according to during the horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, to suppress or to adapt to back rock stratum lateral extrusion or pine expands distortion.
2. telescopic anchor rope truss device according to claim 1, it is characterized in that, described compound beam comprises:
Girder;
The auxiliary girder that its one end and girder one end overlap;
Be arranged on the coupling assembling of girder and auxiliary girder lap segment, together with being fixedly clamped with the lap segment of auxiliary girder by girder.
3. telescopic anchor rope truss device according to claim 2, is characterized in that, described girder and described auxiliary girder away from end be respectively arranged with anchor cable hole for passing for described anchor cable.
4. telescopic anchor rope truss device according to claim 2, is characterized in that:
Described girder comprises major trough steel moves close to somebody's ear with a pair master being separately positioned on major trough steel both sides;
Described auxiliary girder comprises secondary channel-section steel moves close to somebody's ear with a pair pair being separately positioned on secondary channel-section steel both sides;
Wherein, described major trough steel one end is inserted in one end of described secondary channel-section steel, and a pair pair of described secondary channel-section steel one end is moved close to somebody's ear to take respectively a pair master being placed on described major trough steel one end and moved close to somebody's ear;
Wherein, the external surface of described secondary channel-section steel and the inner surface of described major trough steel match.
5. telescopic anchor rope truss device according to claim 4, it is characterized in that, described coupling assembling comprises:
Be placed in the external splint of outside, described major trough steel one end, have and be attached to described a pair master respectively and move close to somebody's ear outside stretch out in a pair external splint that a pair master move close to somebody's ear and move close to somebody's ear;
Be placed in the inner splint of inside, described secondary channel-section steel one end, have and be attached to described a pair pair respectively and move close to somebody's ear inside stretch out in a pair inner splint that a pair pair move close to somebody's ear and move close to somebody's ear;
For moving close to somebody's ear part and stretch out in main external splint of moving close to somebody's ear and move close to somebody's ear the bolt that partial fixing connects as one by stretching out in inner splint that pair moves close to somebody's ear.
6. adopt a method for the device supported laneway top board as described in any one of claim 1-5, it is characterized in that, comprise the steps:
Utilize hammer drill, tunnel the top board both sides being positioned at same section respectively Drilling go out a boring;
Utilize anchor cable agitator, hammer drill and resin explosive roll, two anchor cables are anchored at respectively in two borings;
The afterbody of compound beam with two anchor cables is connected respectively, so that compound beam is close on the scar of top board;
Utilize tensioner and anchor cable fastening assembly to carry out the process of stretch-draw pretension respectively to two anchor cables, so that two anchor cables are combined, beam is connected and fixed;
It is characterized in that, described compound beam according to during the horizontal movement of back rock stratum to the size of carrying active force that it produces, adjust himself length, to suppress or to adapt to back rock stratum lateral extrusion or pine expands distortion.
7. supporting method according to claim 6, is characterized in that, described compound beam comprises:
Girder;
The auxiliary girder that its one end and girder one end overlap;
Be arranged on the coupling assembling of girder and auxiliary girder lap segment, together with being fixedly clamped with the lap segment of auxiliary girder by girder.
8. supporting method according to claim 7, is characterized in that, described compound beam regulates himself length to comprise the steps:
When the active force that the horizontal movement of back rock stratum causes described girder and described auxiliary girder to carry along its length is less than or equal to the stiction resistance produced when described coupling assembling clamps described girder and auxiliary girder lap segment, described girder and described auxiliary girder lap segment do not carry out the adjustment of its length;
When the active force that the horizontal movement of back rock stratum causes described girder and described auxiliary girder to carry along its length is greater than the stiction resistance produced when described coupling assembling clamps the lap segment of described girder and auxiliary girder, the length of described girder and described auxiliary girder lap segment increases or reduces, so that the total length of described girder and described auxiliary girder reduces or increases.
9. supporting method according to claim 7, is characterized in that, forms the compound beam with described lap segment and comprises the steps:
Described girder major trough steel one end is inserted in one end of secondary for described auxiliary girder channel-section steel;
A pair pair of described secondary channel-section steel one end is moved close to somebody's ear to take respectively a pair master being placed on described major trough steel one end move close to somebody's ear;
Wherein, the external surface of described secondary channel-section steel and the inner surface of described major trough steel match.
10. supporting method according to claim 9, is characterized in that, coupling assembling is arranged on compound beam lap segment and comprises the steps:
The external splint of coupling assembling is placed in the outside of described major trough steel one end, makes a pair external splint of external splint move close to somebody's ear to be attached to respectively described a pair master and move close to somebody's ear outside stretch out in a pair master and move close to somebody's ear;
The inner splint of coupling assembling is placed in the inside of described secondary channel-section steel one end, makes a pair inner splint of inner splint move close to somebody's ear to be attached to respectively described a pair pair and move close to somebody's ear inside stretch out in a pair pair and move close to somebody's ear;
By bolt, move close to somebody's ear part and stretch out in main external splint of moving close to somebody's ear and move close to somebody's ear partial fixing and connect as one by stretching out in inner splint that pair moves close to somebody's ear respectively.
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| CN201410817222.2A CN104453964B (en) | 2014-12-24 | 2014-12-24 | A kind of telescopic anchor rope truss device and method for back supporting |
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| CN201410817222.2A CN104453964B (en) | 2014-12-24 | 2014-12-24 | A kind of telescopic anchor rope truss device and method for back supporting |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107461215A (en) * | 2017-08-29 | 2017-12-12 | 河南理工大学 | A kind of back timber formula anchor cable constant-resistance structure and its installation method |
| CN108150186A (en) * | 2017-12-11 | 2018-06-12 | 中国矿业大学(北京) | The a wide range of method for protecting support and suspension device of a kind of tunnel girders anchorage cable |
| CN108167004A (en) * | 2017-12-11 | 2018-06-15 | 中国矿业大学(北京) | A kind of tunnel sliding rail type girders anchorage cable method for protecting support and suspension device |
| CN109441500A (en) * | 2018-10-22 | 2019-03-08 | 山东新阳能源有限公司 | A kind of girder truss advanced stand device and method for protecting support |
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| CN201347765Y (en) * | 2009-02-09 | 2009-11-18 | 中国矿业大学 | Yielding anchor cable |
| CN102182483A (en) * | 2011-04-26 | 2011-09-14 | 山东大学 | Semi-rigid abnormal beam anchor cable truss roadway supporting system |
| CN103953360A (en) * | 2014-04-18 | 2014-07-30 | 湖南科技大学 | U-shaped steel and anchor cable collaborated support structure for laneway with large-deformation deep part |
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| EP0190460A1 (en) * | 1985-01-30 | 1986-08-13 | Dyckerhoff & Widmann Aktiengesellschaft | Anchoring device for the traction member of an anchor, especially a rock anchor |
| CN201347765Y (en) * | 2009-02-09 | 2009-11-18 | 中国矿业大学 | Yielding anchor cable |
| CN102182483A (en) * | 2011-04-26 | 2011-09-14 | 山东大学 | Semi-rigid abnormal beam anchor cable truss roadway supporting system |
| CN103953360A (en) * | 2014-04-18 | 2014-07-30 | 湖南科技大学 | U-shaped steel and anchor cable collaborated support structure for laneway with large-deformation deep part |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107461215A (en) * | 2017-08-29 | 2017-12-12 | 河南理工大学 | A kind of back timber formula anchor cable constant-resistance structure and its installation method |
| CN108150186A (en) * | 2017-12-11 | 2018-06-12 | 中国矿业大学(北京) | The a wide range of method for protecting support and suspension device of a kind of tunnel girders anchorage cable |
| CN108167004A (en) * | 2017-12-11 | 2018-06-15 | 中国矿业大学(北京) | A kind of tunnel sliding rail type girders anchorage cable method for protecting support and suspension device |
| CN108150186B (en) * | 2017-12-11 | 2019-04-09 | 中国矿业大学(北京) | A kind of a wide range of method for protecting support and suspension device of tunnel girders anchorage cable |
| CN109441500A (en) * | 2018-10-22 | 2019-03-08 | 山东新阳能源有限公司 | A kind of girder truss advanced stand device and method for protecting support |
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| CN104453964B (en) | 2016-08-17 |
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