CN105134249A - Gradual support method for large broken rock zone tunnel of mine - Google Patents
Gradual support method for large broken rock zone tunnel of mine Download PDFInfo
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- CN105134249A CN105134249A CN201510650180.2A CN201510650180A CN105134249A CN 105134249 A CN105134249 A CN 105134249A CN 201510650180 A CN201510650180 A CN 201510650180A CN 105134249 A CN105134249 A CN 105134249A
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Abstract
The invention discloses a gradual support method for a large broken rock zone tunnel of a mine, comprising the following steps: (1) preliminarily jetting; (2) hanging a reinforcing mesh and a reinforcing ladder, and then perforating for installing a grouting anchor; (3) selecting a measuring point according to the geologic condition of a tunnel, perforating at the measuring point for installing a multi-point displacement meter, an image pickup system or other systems for detecting broken rock zones, and installing a cross section convergence instrument; (4) according to the monitoring condition of the cross section of the tunnel, complementarily installing an anchor for the part of the cross section of the tunnel, with large deformation; (5) after the thickness of the broken rock zones is greater than the length of the grouting anchor, perforating for installing a grouting anchor cable; (6) jetting again; (7) grouting the shallow part of wall rock; and (8) grouting the deep part of the wall rock. According to the development conditions of tunnel broken rock zones, a corresponding support means can be adopted to enable the tunnel wall rock to form a stable support structure, so that the safe use of the mine can be ensured, and the support cost can be lowered.
Description
Technical field
The present invention relates to a kind of surrounding rock supporting method, particularly the gradual supporting method in a kind of mine large relaxation zone tunnel.
Background technology
After mine laneway excavation, its country rock becomes two to stress state by original three-dimensional stress state, the intensity (mainly referring to longterm strength) of country rock will step-down, and stress suffered by it can increase (generation concentrated stress) because ambient stress redistribution.If stress suffered by country rock has exceeded its intensity, country rock will be damaged to produce and loosen, and moves in concentrated stress, continues to destroy from the country rock away from lane space, until the intensity of country rock is higher than concentrated stress.Thus, create certain loose range in roadway surrounding rock, the loose range that roadway surrounding rock produces just is relaxation zone.Roadway surrounding rock loose range is larger, and because loosening the volume expansion larger (broken swollen) produced, roadway deformation is more serious.In other words, the relaxation zone in tunnel is larger, and supporting is more difficult.In general, the mine laneway that wall rock loosening ring thickness is greater than 2.2 meters is just called large relaxation zone tunnel.Along with subterranean resource exploitation is to deep transfer, because ground pressure increases, large relaxation zone tunnel gets more and more.Due to current large relaxation zone roadway construction method not science, destroy very serious.Such as, the development engineering in a lot of colliery still can not be used safely through repeatedly keeping in repair, and support cost significantly raises.For this reason, the large relaxation zone laneway support method proposing science is very necessary, and this just needs the understanding first forming process of the large relaxation zone of roadway surrounding rock being had to science.
The large relaxation zone of roadway surrounding rock grows out of nothing, is formed gradually from small to large.In general, thickness be greater than the relaxation zone of 1.5m will through the forming process of 1-3 month.Rock mass because there is stress redistribution by excavation affects around lane space is called country rock, is not called protolith by excavating the rock mass affected.Country rock is made up of four parts, and stress raises elastic ring, hardening Plastic circle, plastic soften circle and plastic flow moving-coil.Relaxation zone belongs to a part for country rock, is generally made up of two parts: plastic soften circle and plastic flow moving-coil.The forming process of the large relaxation zone in tunnel comprises three processes connected each other, one is that (these two parts do not belong to the scope of relaxation zone along with stress rising elastic ring and hardening Plastic circle, and with excavation after immediately formed) move to country rock deep gradually, plastic soften circle slowly expands, and the certain thickness plastic flow moving-coil of final formation; Two is that wall-rock crack increases gradually, increases and be mutually formed through fracture network, stress raises elastic ring and there will be some microfissures, during hardening Plastic circle, microfissure development expands and finally forms skid wire, during plastic soften circle, skid wire forms the plane of fracture, crack development and through speed improves fast, supporting capacity declines rapidly, during plastic flow moving-coil crack development and throughly to slow, sillar starts the changing of the relative positions under stable stress between crack; Three be surrouding rock deformation, broken expand and crowded to excavation space, stress raises elastic ring and hardening Plastic corral rock mass is long-pending does not substantially expand, and long-pending beginning of plastic soften corral rock mass is expanded, and long-pending continuation increases Plastic Flow circle body fast.
Summary of the invention
In view of this, the object of the present invention is to provide the gradual supporting method in a kind of mine large relaxation zone tunnel, can targetedly according to the state of development of tunnel relaxation zone, corresponding supporting means are adopted to form stable supporting and protection structure to make roadway surrounding rock, ensure the safe handling of mine, reduce support cost.
The gradual supporting method in mine of the present invention large relaxation zone tunnel, comprises the following steps:
(1) after excavation, carry out just spray to tunnel, the concrete spraying layer thickness that just spray is formed is not more than 50mm;
(2) after just spray, hang steel mesh reinforcement and steel bar ladder under temporary lining, then grouted anchor bar is installed in perforating, forms combination supporting;
(3) select measuring point according to tunnel geological conditions, the system of detection relaxation zone is installed in the perforating of measuring point place, and section convergence instrument is installed, to measure change and the drift section convergence situation of tunnel relaxation zone;
(4) according to drift section monitoring situation, large position is out of shape to drift section and supplements skyhook, make tunnel uniform convergence;
(5), be greater than the length of grouted anchor bar at the thickness of relaxation zone after, grouting cable anchor is installed in perforating;
(6) carry out multiple spray when drift section stabilization, relaxation zone no longer expand, the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least;
(7), after multiple pneumatically placed concrete sclerosis, the grouted anchor bar installed in step (2) is utilized to carry out the slip casting of country rock superficial part;
(8), after the slip casting of country rock superficial part, the grouting cable anchor installed in step (5) is utilized to carry out the slip casting of country rock deep.
Further, the described grouting cable anchor in the described grouted anchor bar in step (2) and/or step (5) comprises anchor body and is located at the spreader mechanism of anchor body anchoring section, and the free segment of described anchor body is provided with injected hole; Described spreader mechanism comprises expansion sleeve and draw swollen, described anchor body through after expansion sleeve with draw swollen and be connected; Rock mass deformation is drawn swollen to anchor body and when drawing swollen generation axial tension and is formed extruding to expansion sleeve, makes expansion sleeve produce radial deformation and expand.
Further, described grouted anchor bar and/or described grouting cable anchor also comprise isolating cylinder, and top seal, the bottom of described isolating cylinder are provided with opening, and described isolating cylinder is enclosed within outside expansion sleeve.
Further, described in draw swollen big up and small down frustum, and described in draw the internal diameter that large portion diameter is greater than the internal diameter of expansion sleeve, little portion diameter is less than expansion sleeve of swollen; Top and the bottom of described expansion sleeve are equipped with opening, and the wall of described expansion sleeve is provided with the deformation joint extended from its top open part.
Further, the wall of described expansion sleeve is provided with at least two along its axially extended deformation joint, and each described deformation joint is uniformly distributed along the circumference of expansion sleeve.
Further, described grouted anchor bar and/or described grouting cable anchor also comprise and being sleeved on for the closely connected pallet in scar and for regulating the regulating part of pretightning force on anchor body, and described regulating part forms axial compression to pallet.
Further, in step (1), and the concrete that uses of just spray is not less than the steel fibrous concrete of C25 for intensity; In step (6), the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least.
Further, in step (2), in described steel mesh reinforcement, bar diameter is 6mm-12mm, and the rebar spacing of described steel mesh reinforcement is not less than 100mm, and mesh form is square or rhombus; Described steel bar ladder is that the reinforcing bar that two length are not less than 2000mm, diameter is not less than 18mm adopts high strength electrode welding, ladder width 50-100mm, and solar apart from equaling to design anchor spacing, and adopts the welding method of two side by side.
Further, in step (2), the length of described grouted anchor bar is not less than 2000mm, and roadway surrounding rock surface Anchoring Strength of Rock Bolts is not less than 0.15MP, and the prestressed of anchor pole is not less than the half of its anchor pole yield strength.
Further, in step (3), the system of described detection relaxation zone comprises multiple position extensometer or borehole camera system.
Beneficial effect of the present invention: the gradual supporting method in mine of the present invention large relaxation zone tunnel, in the forming process of plastic soften circle, utilize bolt support to improve the intensity of plastic soften circle, slow down Plastic Flow and iris out the existing time and reduce plastic flow moving-coil thickness; When relaxation zone thickness exceedes rock-bolt length, utilize anchor cable that relaxation zone and macrostructure (mainly referring to that stress raises elastic ring and hardening Plastic circle) are coupled together; After relaxation zone is basicly stable, utilizes slip casting cementing for sillar broken in relaxation zone, form the entirety that one has some strength; Finally make roadway surrounding rock form a bistable structure, namely raise the natural braced structures (macrostructure) that elastic ring, hardening Plastic circle and plastic soften circle are formed and the artificial supporting and protection structure (minor structure) formed in relaxation zone by stress; Thus can, targetedly according to the state of development of tunnel relaxation zone, adopt corresponding supporting means to form stable supporting and protection structure to make roadway surrounding rock, ensure the safe handling of mine, reduce support cost.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the invention will be further described:
Fig. 1 is the structural representation of grouted anchor bar and grouting cable anchor in the embodiment of the present invention one;
Fig. 2 is the structural representation of grouted anchor bar and grouting cable anchor in the embodiment of the present invention two;
Fig. 3 is the front view of expansion sleeve in the embodiment of the present invention one, two;
Fig. 4 is the left view of expansion sleeve in the embodiment of the present invention one, two;
Fig. 5 is the structural representation of grouted anchor bar and grouting cable anchor in the embodiment of the present invention three;
Fig. 6 is the front view of expansion sleeve in the embodiment of the present invention three;
Fig. 7 is the left view of expansion sleeve in the embodiment of the present invention three.
Detailed description of the invention
The supporting principle that the gradual supporting method in mine of the present invention large relaxation zone tunnel should be observed: the large relaxation zone roadway support of mine is observed 24 word supporting principles and " Wide Band Oxygen Sensors, sternly to be harnessed the river, few disturbance and time control, strong supporting, coordination become, diligently to measure, tightly closes "." Wide Band Oxygen Sensors ", the shrinkage strain of large relaxation zone drift section is inevitable, so will reserve shrink space when tunnel section design, suitably amplifies drift section." sternly harness the river ", large relaxation zone roadway surrounding rock, very easily by water mitigation, will adopt the method such as shutoff, water guide to administer flood in advance, prevent country rock from affecting by water." few disturbance ", utilizes pickaxe, pneumatic pick or mechanical equivalent of light excavation method as far as possible; When must blow out, presplit blasting or smooth blasting be adopted; Suitable minimizing cyclic advance amount." and time control ", adopts the timely controlroof of method such as whitewashing, advanced temporary lining, at once skyhook; Anchor rod prestress is not less than the half of anchor rod strength." strong supporting ", suitably increases supporting intensity, prevents country rock from producing injurious deformation." coordinate to become ", the distortion that can adapt to roadway surrounding rock is wanted in the distortion of support material itself, and support material has ductility." diligent measurement ", by measuring, understanding the situation such as distortion, absciss layer, Crack change of roadway surrounding rock in time, also will understand the working resistance of support material, deflection, and change supporting means according to measurement." closely close ", close country rock in time, prevent country rock weathering and water mitigation, closed bottom will be noted especially and control base plate, the measure of closed bottom and control base plate be had.
When excavating, principle that excavation method is observed " few disturbance ", selects the excavation method little to surrounding rock failure, as manual excavation, mechanical equivalent of light excavation, when must blow out, adopt smooth blasting, presplit blasting; Circulation excavation drilling depth is no more than 1 meter.During excavation, also should be noted that following some: (1) mine permanent openings should adopt arch, circle or elliptical section, and during crowned section, base plate should use antiarch; (2) design of section will consider the shrinkage strain of country rock, namely observes " Wide Band Oxygen Sensors " principle; (3), when work plane has water, the methods such as slip casting is blockaded, walkthrough be utilized to harness the river in advance; (4) rock is broken not from the tunnel of steady time especially, pretensioned girder.
Embodiment one
The gradual supporting method in mine large relaxation zone tunnel of the present embodiment, comprises the following steps:
(1) carry out just spray on the wall rock loosening ring surface of tunnelling section, the concrete spraying layer thickness that just spray is formed is not more than 50mm; After excavation, observe " early supporting " principle, spray a layer concrete at once; Concrete strength is not less than C25, is steel fibrous concrete, to improve concrete tensile strength; In addition, also should observe the principle of " tightly closing ", utilize pneumatically placed concrete closed bottom as early as possible.
(2), after just spray, under strong temporary lining, lay steel mesh reinforcement and steel bar ladder at once, then perforating skyhook, form the combination supporting of " steel mesh reinforcement+steel bar ladder+anchor pole ".First hang steel mesh reinforcement and steel bar ladder in the middle part of top board, symmetrical, roofbolt is installed; And help to carry out with base plate to two successively according to this.Steel mesh reinforcement bar diameter is 6-12mm, and rebar spacing is not less than 100mm, and mesh form is square or rhombus.Steel bar ladder is that the reinforcing bar that two length are not less than 2000mm, diameter is not less than 18mm adopts high strength electrode welding, ladder width 50-100mm, solar apart from equaling to design anchor spacing, and adopts the welding method of two (two spacing are 20mm-40mm) side by side.Rock-bolt length is not less than 2000mm, and roadway surrounding rock surface Anchoring Strength of Rock Bolts is not less than 0.15MP, and prestressed is not less than the half of anchor pole yield strength.During skyhook, choose the rockbolt installation rock bolt extensometer of some.The object of this step is the artificial supporting and protection structure (minor structure) that formation one can control to produce injurious deformation.
(3) select measuring point according to tunnel geological conditions, help and the change of the relaxation zone of top board and section variation to monitor two at measuring point place installation relaxation zone determining instrument and section convergence monitoring instrument; According to tunnel geological conditions, determine measuring point spacing, each measuring point at least will be helped to make a call to three eyes with top board two, helps the relaxation zone varied in thickness with top board to measure two; When geological conditions changes, suitably increase measuring point; Object understands the development of tunnel relaxation zone and the convergence situation of drift section at any time, and the engineering time carries out immediately after installation grouted anchor bar; Multiple position extensometer, borehole camera system or other relaxation zone Analytical system can be utilized to understand the state of development of relaxation zone at any time; Measuring roof to floor convergence, two helps the stressed and span of the amount of shifting near and grouted anchor bar (grouting cable anchor) also indirectly can understand the development of relaxation zone.
(4) according to drift section monitoring, large position complement anchor pole is out of shape to drift section; This step is optional step, if drift section shrinks evenly, does not then need complement anchor pole; Object makes tunnel uniform convergence, and the engineering time is determined according to section convergence monitoring situation; As for the standard of " distortion is large ", then need technician to determine as the case may be in conjunction with construction reference, do not limit at this; Anchor pole in this step can be common bolt, and need not for having the grouted anchor bar of ad hoc structure in step (2).
(5) after relaxation zone thickness is greater than rock-bolt length, anchor cable is installed in perforating, and anchor cable adopts grouting cable anchor.When estimating relaxation zone thickness more than 3 meters, concealed large extension hollow grouting cable anchor should be used; When relaxation zone thickness is less than 3 meters, general hollow grouting cable anchor can be used.The object of this step connects nature braced structures and artificial support structure by anchor cable.
(6) carry out multiple spray when drift section stabilization, relaxation zone no longer expand, the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least; The concrete that multiple spray uses is not less than the concrete of C25 for intensity; Multiple spray can bring good supporting effect, and one is enclosing tunnel, and two is outside running pulp liquid when preventing follow-up slip casting, and three is guarantee that tunnel forms a good section configuration.
(7), after multiple pneumatically placed concrete sclerosis, the grouted anchor bar installed in step (2) is utilized to carry out the slip casting of country rock superficial part;
(8), after the slip casting of country rock superficial part, the grouting cable anchor installed in step (5) is utilized to carry out the slip casting of country rock deep; Slip casting physical efficiency makes the relaxation zone in tunnel cementing as a whole, improves the cohesive strength of relaxation zone rock mass, angle of internal friction and modulus of elasticity and residual strength; Injecting cement paste, together with anchoring body, can form a more efficient combination arch, expand effective carrying scope of supporting and protection structure, improve globality and the supporting capacity of supporting and protection structure; Country rock good integrity after slip casting, forms an entirety with protolith, thus under macrotectonics effect of stress, keeps stable and not easily produce destruction; Thus by superficial part slip casting and deep slip casting, the stability of supporting and protection structure can be increased, prevent the weathering of country rock.
As shown in Fig. 1,3,4: in the present embodiment, described grouting cable anchor in described grouted anchor bar in step (2) and step (5) is the large extension anchor structure of totally-enclosed anchoring section, and namely grouted anchor bar and grouting cable anchor include anchor body 1 and be located at the spreader mechanism of anchor body 1 anchoring section; Described spreader mechanism comprises isolating cylinder 2 and is located at expansion sleeve in isolating cylinder 23 and draws swollen 4, described anchor body 1 stretch into isolating cylinder 2 and through after expansion sleeve 3 with draw swollen 4 and be connected; Rock mass deformation is drawn swollen 4 pairs of expansion sleeves 3 to anchor body 1 and when drawing and produce axial tension for swollen 4 and is formed radial compression, makes expansion sleeve 3 produce radial deformation and expand; Anchor body 1 can be anchor rod body or anchor cable; The inwall of expansion sleeve 3 can be held by " support " when being subject to radial compression, thus makes expansion sleeve 3 produce expansion effect; When there is large deformation in rock mass, anchor body 1 drives and draws swollen 4 axially-movable along expansion sleeve 3 and the inwall of extrusion expansion cover 3, expansion sleeve 3 produces radial deformation and expands, anchor body 1 can be moved further along expansion sleeve 3, the deflection increased large (being large extension), can allow country rock large deformation, and spreader mechanism is located at anchoring section, the use section of underground construction can not be reduced; Expansion sleeve 3 and Anchor Agent can effectively be isolated by isolating cylinder 2; Expansion sleeve 3 is located in isolating cylinder 2, is full-closed structure; Top and the bottom of described expansion sleeve 3 are equipped with opening, and the wall of described expansion sleeve 3 is provided with the deformation joint 3a extended from its top open part; The top of expansion sleeve 3 is near anchor hole blind end; The wall of expansion sleeve 3 is separated by deformation joint 3a, such that the inwall of expansion sleeve 3 can be out of shape after being subject to drawing the extruding of swollen 4 and " support " opens, and this structure simply, easily realizes; The wall of described expansion sleeve 3 is provided with at least two along its axially extended deformation joint 3a, and preferably, the wall of described expansion sleeve 3 is provided with four deformation joint 3a, and each described deformation joint 3a is uniformly distributed along the circumference of expansion sleeve 3; The length of deformation joint 3a determines extended length, and the length of described deformation joint 3a can be the 1/4-3/4 of expansion sleeve 3 length, determines according to concrete user demand; Describedly draw swollen 4 big up and small down frustums, and described in the internal diameter that large portion diameter is greater than the internal diameter of expansion sleeve 3, little portion diameter is less than expansion sleeve 3 that draws swollen 4; Expansion sleeve 3 draws swollen 4 and can be circular cone, also the side's of can be cone, as long as can be caused to be out of shape; Draw swollen 4 by be spirally connected or the mode such as welding is connected with anchor body 1; Up big and down smallly refer to its cross section; Draw the diameter that the large portion diameter of swollen 4 is corresponding when namely its cross section is maximum, the diameter that little portion diameter is corresponding when namely its cross section is minimum; Drawing swollen 4 and can be an individual member, can be formed by multiple component installaiton; When original state, the outer wall drawn swollen 4 is against the top open part of expansion set; Top seal, the bottom of described isolating cylinder 2 are provided with opening, and described spreader mechanism also comprises the keeper 41 be removably connected to bottom isolating cylinder 2, and described keeper 41 is provided with the anchor body via hole for passing for anchor body 1; The top of isolating cylinder 2 is near anchor hole blind end; Keeper 41 by be spirally connected or welding manner is connected with isolating cylinder 2, the movement of confined expansion cover 3 on the one hand, another side prevents the improper spilling of Anchor Agent; Anchor body via hole is preferably located at the center of keeper 41; In the present embodiment, described isolating cylinder 2 adopts elastoplast to make, thus has certain deformation, can Allowable expansion cover 3 distortion; Described anchor body 1 is set with for the closely connected pallet 5 in rock mass scar and for regulating the regulating part 6 of pretightning force, described regulating part 6 pairs of pallets 5 form axial compression; Pallet 5, regulating part 6 all adopt existing mechanism, and wherein regulating part can be the nut with anchor body 1 threaded engagement, or other existing lockset, do not repeat them here; Described anchor body 1 is the anchor rod body or the anchor cable that are provided with injected hole (not shown) at free segment; Anchor body 1 adopts hollow structure, utilizes injected hole to carry out grouting support.
Embodiment two
The gradual supporting method in mine large relaxation zone tunnel of the present embodiment, comprises the following steps:
(1) carry out just spray on the wall rock loosening ring surface of tunnelling section, the concrete spraying layer thickness that just spray is formed is not more than 50mm; After excavation, observe " early supporting " principle, spray a layer concrete at once; Concrete strength is not less than C25, is steel fibrous concrete, to improve concrete tensile strength; In addition, also should observe the principle of " tightly closing ", utilize pneumatically placed concrete closed bottom as early as possible.
(2), after just spray, under strong temporary lining, lay steel mesh reinforcement and steel bar ladder at once, then perforating skyhook, form the combination supporting of " steel mesh reinforcement+steel bar ladder+anchor pole ".First hang steel mesh reinforcement and steel bar ladder in the middle part of top board, symmetrical, roofbolt is installed; And help to carry out with base plate to two successively according to this.Steel mesh reinforcement bar diameter is 6 ~ 12mm, and rebar spacing is not less than 100mm, and mesh form is square or rhombus.Steel bar ladder is that the reinforcing bar that two length are not less than 2000mm, diameter is not less than 18mm adopts high strength electrode welding, ladder width 50 ~ 100mm, solar apart from equaling to design anchor spacing, and adopts the welding method of two (two spacing are 20mm ~ 40mm) side by side.Rock-bolt length is not less than 2000mm, and roadway surrounding rock surface Anchoring Strength of Rock Bolts is not less than 0.15MP, and prestressed is not less than the half of anchor pole yield strength.During skyhook, choose the rockbolt installation rock bolt extensometer of some.The object of this step is the artificial supporting and protection structure (minor structure) that formation one can control to produce injurious deformation.
(3) select measuring point according to tunnel geological conditions, help and the change of the relaxation zone of top board and section variation to monitor two at measuring point place installation relaxation zone determining instrument and section convergence monitoring instrument; According to tunnel geological conditions, determine measuring point spacing, each measuring point at least will be helped to make a call to three eyes with top board two, helps the relaxation zone varied in thickness with top board to measure two; When geological conditions changes, suitably increase measuring point; Object understands the development of tunnel relaxation zone and the convergence situation of drift section at any time, and the engineering time carries out immediately after installation grouted anchor bar; Multiple position extensometer, borehole camera system or other relaxation zone Analytical system can be utilized to understand the state of development of relaxation zone at any time; Measuring roof to floor convergence, two helps the stressed and span of the amount of shifting near and grouted anchor bar (grouting cable anchor) also indirectly can understand the development of relaxation zone.
(4) according to drift section monitoring, large position complement anchor pole is out of shape to drift section.This step is optional step, if drift section shrinks evenly, does not need complement anchor pole.Object makes tunnel uniform convergence, and the engineering time is determined according to section convergence monitoring situation; As for the standard of " distortion is large ", then need technician to determine as the case may be in conjunction with construction reference, do not limit at this; Anchor pole in this step can be common bolt, and need not for having the grouted anchor bar of ad hoc structure in step (2).
(5) after relaxation zone thickness is greater than rock-bolt length, anchor cable is installed in perforating, and anchor cable adopts grouting cable anchor.When estimating relaxation zone thickness more than 3 meters, concealed large extension hollow grouting cable anchor should be used; When relaxation zone thickness is less than 3 meters, general hollow grouting cable anchor can be used.The object of this step connects nature braced structures and artificial support structure by anchor cable.
(6) carry out multiple spray when drift section stabilization, relaxation zone no longer expand, the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least; The concrete that multiple spray uses is not less than the concrete of C25 for intensity; Multiple spray can bring good supporting effect, and one is enclosing tunnel, and two is outside running pulp liquid when preventing follow-up slip casting, and three is guarantee that tunnel forms a good section configuration.
(7), after multiple pneumatically placed concrete sclerosis, the grouted anchor bar installed in step (2) is utilized to carry out the slip casting of country rock superficial part.
(8), after the slip casting of country rock superficial part, the grouting cable anchor installed in step (5) is utilized to carry out the slip casting of country rock deep; Slip casting physical efficiency makes the relaxation zone in tunnel cementing as a whole, improves the cohesive strength of relaxation zone rock mass, angle of internal friction and modulus of elasticity and residual strength; Injecting cement paste, together with anchoring body, can form a more efficient combination arch, expand effective carrying scope of supporting and protection structure, improve globality and the supporting capacity of supporting and protection structure; Country rock good integrity after slip casting, forms an entirety with protolith, thus under macrotectonics effect of stress, keeps stable and not easily produce destruction; Thus by superficial part slip casting and deep slip casting, the stability of supporting and protection structure can be increased, prevent the weathering of country rock.
As shown in Figure 2,3, 4: in the present embodiment, described grouting cable anchor in described grouted anchor bar in step (2) and step (5) is the large extension anchor structure of semiclosed anchoring section, and namely grouted anchor bar and grouting cable anchor include anchor body 1 and be located at the spreader mechanism of anchor body 1 anchoring section; Described spreader mechanism comprising isolating cylinder 2, expansion sleeve 3, drawing swollen 4 and sealing shroud 51 for preventing Anchor Agent from flowing out, and described isolating cylinder 2 is enclosed within outside expansion sleeve 3, described anchor body 1 successively through after sealing shroud 51 and expansion sleeve 3 with draw swollen 4 and be connected; Rock mass deformation is drawn swollen 4 pairs of expansion sleeve 3 to anchor body 1 and when drawing and produce axial tension for swollen 4 and is formed extruding, makes expansion sleeve 3 produce radial deformation and expand; Anchor body 1 can be anchor rod body or anchor cable; The inwall of expansion sleeve 3 can be held by " support " when being subject to radial compression, thus makes expansion sleeve 3 produce expansion effect; When there is large deformation in rock mass, anchor body 1 drives and draws swollen 4 axially-movable along expansion sleeve 3 and the inwall of extrusion expansion cover 3, expansion sleeve 3 produces radial deformation and expands, anchor body 1 can be moved further along expansion sleeve 3, the deflection increased is large, can allow country rock large deformation (extending for large), and spreader mechanism is located at anchoring section, can not reduce the use section of underground construction; Sealing shroud 51 can ensure that bonding quality reduces the waste of Anchor Agent simultaneously; Expansion sleeve 3 part is positioned at isolating cylinder 2, is semi-closed structure; Top and the bottom of described expansion sleeve 3 are equipped with opening, and the wall of described expansion sleeve 3 is provided with the deformation joint 3a extended from its top open part; The top of expansion sleeve 3 is near anchor hole blind end; The wall of expansion sleeve 3 is separated by deformation joint 3a, such that the inwall of expansion sleeve 3 can be out of shape after being subject to drawing the extruding of swollen 4 and " support " opens, and this structure simply, easily realizes; The wall of described expansion sleeve 3 is provided with at least two along its axially extended deformation joint 3a, and preferably, the wall of described expansion sleeve 3 is provided with four deformation joint 3a, and each described deformation joint 3a is uniformly distributed along the circumference of expansion sleeve 3; The length of deformation joint 3a determines extended length, and the length of described deformation joint 3a can be the 1/4-3/4 of expansion sleeve 3 length, determines according to concrete user demand; Describedly draw swollen 4 big up and small down frustums, and described in the internal diameter that large portion diameter is greater than the internal diameter of expansion sleeve 3, little portion diameter is less than expansion sleeve 3 that draws swollen 4; Expansion sleeve 3 draws swollen 4 and can be circular cone, also the side's of can be cone, as long as can be caused to be out of shape; Draw swollen 4 to be connected with anchor body 1 by modes such as being spirally connected, welding or be one-body molded; Up big and down smallly refer to its cross section; Draw the diameter that the large portion diameter of swollen 4 is corresponding when namely its cross section is maximum, the diameter that little portion diameter is corresponding when namely its cross section is minimum; Drawing swollen 4 and can be an individual member, can be formed by multiple component installaiton; When original state, the outer wall drawn swollen 4 is against the top open part of expansion set; Top seal, the bottom of described isolating cylinder 2 are provided with opening, and described isolating cylinder 2 is enclosed within outside deformation joint 3a; The top of isolating cylinder 2 is near anchor hole blind end; In the present embodiment, described isolating cylinder 2 adopts elastoplast to make, thus has certain deformation, can Allowable expansion cover 3 distortion; Described anchor body 1 is set with for the closely connected pallet 5 in rock mass scar and for regulating the regulating part 6 of pretightning force, described regulating part 6 pairs of pallets 5 form axial compression; Pallet 5, regulating part 6 all adopt existing mechanism, and wherein regulating part 6 can be the nut with anchor body 1 threaded engagement, or other existing lockset, do not repeat them here; Described anchor body 1 is the anchor rod body or the anchor cable that are provided with injected hole (not shown) at free segment; Anchor body 1 adopts hollow structure, utilizes injected hole to carry out grouting support.
Embodiment three
The gradual supporting method in mine large relaxation zone tunnel of the present embodiment, comprises the following steps:
(1) carry out just spray on the wall rock loosening ring surface of tunnelling section, the concrete spraying layer thickness that just spray is formed is not more than 50mm; After excavation, observe " early supporting " principle, spray a layer concrete at once; Concrete strength is not less than C25, is steel fibrous concrete, to improve concrete tensile strength; In addition, also should observe the principle of " tightly closing ", utilize pneumatically placed concrete closed bottom as early as possible.
(2), after just spray, under strong temporary lining, lay steel mesh reinforcement and steel bar ladder at once, then perforating skyhook, form the combination supporting of " steel mesh reinforcement+steel bar ladder+anchor pole ".First hang steel mesh reinforcement and steel bar ladder in the middle part of top board, symmetrical, roofbolt is installed; And help to carry out with base plate to two successively according to this.Steel mesh reinforcement bar diameter is 6 ~ 12mm, and rebar spacing is not less than 100mm, and mesh form is square or rhombus.Steel bar ladder is that the reinforcing bar that two length are not less than 2000mm, diameter is not less than 18mm adopts high strength electrode welding, ladder width 50 ~ 100mm, solar apart from equaling to design anchor spacing, and adopts the welding method of two (two spacing are 20mm ~ 40mm) side by side.Rock-bolt length is not less than 2000mm, and roadway surrounding rock surface Anchoring Strength of Rock Bolts is not less than 0.15MP, and prestressed is not less than the half of anchor pole yield strength.During skyhook, choose the rockbolt installation rock bolt extensometer of some.The object of this step is the artificial supporting and protection structure (minor structure) that formation one can control to produce injurious deformation.
(3) select measuring point according to tunnel geological conditions, help and the change of the relaxation zone of top board and section variation to monitor two at measuring point place installation relaxation zone determining instrument and section convergence monitoring instrument; According to tunnel geological conditions, determine measuring point spacing, each measuring point at least will be helped to make a call to three eyes with top board two, helps the relaxation zone varied in thickness with top board to measure two; When geological conditions changes, suitably increase measuring point; Object understands the development of tunnel relaxation zone and the convergence situation of drift section at any time, and the engineering time carries out immediately after installation grouted anchor bar; Multiple position extensometer, borehole camera system or other relaxation zone Analytical system can be utilized to understand the state of development of relaxation zone at any time; Measuring roof to floor convergence, two helps the stressed and span of the amount of shifting near and grouted anchor bar (grouting cable anchor) also indirectly can understand the development of relaxation zone.
(4) according to drift section monitoring, large position complement anchor pole is out of shape to drift section.This step is optional step, if drift section shrinks evenly, does not then need complement anchor pole.Object makes tunnel uniform convergence, and the engineering time is determined according to section convergence monitoring situation; As for the standard of " distortion is large ", then need technician to determine as the case may be in conjunction with construction reference, do not limit at this; Anchor pole in this step can be common bolt, and need not for having the grouted anchor bar of ad hoc structure in step (2).
(5) after relaxation zone thickness is greater than rock-bolt length, anchor cable is installed in perforating, and anchor cable adopts grouting cable anchor.When estimating relaxation zone thickness more than 3 meters, concealed large extension hollow grouting cable anchor should be used; When relaxation zone thickness is less than 3 meters, general hollow grouting cable anchor can be used.The object of this step connects nature braced structures and artificial support structure by anchor cable;
(6) carry out multiple spray when drift section stabilization, relaxation zone no longer expand, the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least; The concrete that multiple spray uses is not less than the concrete of C25 for intensity; Multiple spray can bring good supporting effect, and one is enclosing tunnel, and two is outside running pulp liquid when preventing follow-up slip casting, and three is guarantee that tunnel forms a good section configuration.
(7), after multiple pneumatically placed concrete sclerosis, the grouted anchor bar installed in step (2) is utilized to carry out the slip casting of country rock superficial part;
(8), after the slip casting of country rock superficial part, the grouting cable anchor installed in step (5) is utilized to carry out the slip casting of country rock deep; Slip casting physical efficiency makes the relaxation zone in tunnel cementing as a whole, improves the cohesive strength of relaxation zone rock mass, angle of internal friction and modulus of elasticity and residual strength; Injecting cement paste, together with anchoring body, can form a more efficient combination arch, expand effective carrying scope of supporting and protection structure, improve globality and the supporting capacity of supporting and protection structure; Country rock good integrity after slip casting, forms an entirety with protolith, thus under macrotectonics effect of stress, keeps stable and not easily produce destruction; Thus by superficial part slip casting and deep slip casting, the stability of supporting and protection structure can be increased, prevent the weathering of country rock.
As shown in Fig. 5,6,7: in the present embodiment, described grouting cable anchor in described grouted anchor bar in step (2) and step (5) is the large extension anchor structure of naked anchoring section, and namely grouted anchor bar and grouting cable anchor include anchor body 1 and be located at the spreader mechanism of anchor body 1 anchoring section; Described spreader mechanism comprises expansion sleeve 2, draw swollen 3 and sealing shroud 51 for preventing Anchor Agent from flowing out, described anchor body 1 successively through after sealing shroud 51 and expansion sleeve 3 with draw swollen 4 and be connected; Rock mass deformation is drawn swollen 4 pairs of expansion sleeve 3 to anchor body 1 and when drawing and produce axial tension for swollen 4 and is formed extruding, makes expansion sleeve 3 produce radial deformation and expand; Anchor body 1 can be anchor rod body or anchor cable; The inwall of expansion sleeve 3 can be held by " support " when being subject to radial compression, thus makes expansion sleeve 3 produce expansion effect; When there is large deformation in rock mass, anchor body 1 drives and draws swollen 4 axially-movable along expansion sleeve 3 and the inwall of extrusion expansion cover 3, expansion sleeve 3 produces radial deformation and expands, anchor body 1 can be moved further along expansion sleeve 3, the deflection increased is large, can allow country rock large deformation (extending for large), and spreader mechanism is located at anchoring section, can not reduce the use section of underground construction; Sealing shroud 51 can ensure that bonding quality reduces the waste of Anchor Agent simultaneously; Expansion sleeve 3 contacts with Anchor Agent, middle without isolated part, is naked structure; Top and the bottom of described expansion sleeve 3 are equipped with opening, and the wall of described expansion sleeve 3 is provided with the deformation joint 3a extended from its top open part; The top of expansion sleeve 3 is near anchor hole blind end; The wall of expansion sleeve 3 is separated by deformation joint 3a, such that the inwall of expansion sleeve 3 can be out of shape after being subject to drawing the extruding of swollen 4 and " support " opens, and this structure simply, easily realizes; The groove structure of described deformation joint 3a for being formed from the inwall of expansion sleeve 3 to outer wall depression; Because expansion sleeve 3 outer wall contacts with Anchor Agent, this structure is conducive to avoiding Anchor Agent to flow into expansion sleeve 3, does not affect the realization of expansion simultaneously; The wall of described expansion sleeve 3 is provided with at least two along its axially extended deformation joint 3a, and preferably, the wall of described expansion sleeve 3 is provided with four deformation joint 3a, and each described deformation joint 3a is uniformly distributed along the circumference of expansion sleeve 3; The length of deformation joint 3a determines extended length, and the length of described deformation joint 3a can be the 1/5-4/5 of expansion sleeve 3 length, determines according to concrete user demand; Describedly draw swollen 4 big up and small down frustums, and described in the internal diameter that large portion diameter is greater than the internal diameter of expansion sleeve 3, little portion diameter is less than expansion sleeve 3 that draws swollen 4; Expansion sleeve 3 draws swollen 4 and can be circular cone, also the side's of can be cone, as long as can be caused to be out of shape; Draw swollen 4 to be connected with anchor body 1 by modes such as being spirally connected, welding or be one-body molded; Up big and down smallly refer to its cross section; Draw the diameter that the large portion diameter of swollen 4 is corresponding when namely its cross section is maximum, the diameter that little portion diameter is corresponding when namely its cross section is minimum; Drawing swollen 4 and can be an individual member, can be formed by multiple component installaiton; When original state, the outer wall drawn swollen 4 is against the top open part of expansion set; Described drawing is provided with for swollen 4 for by itself and the separated barrier film (not shown) of Anchor Agent, prevent from drawing swollen 4 cohere by Anchor Agent; Described anchor body 1 is set with for the closely connected pallet 5 in rock mass scar and for regulating the regulating part 6 of pretightning force, described regulating part 6 pairs of pallets 5 form axial compression; Pallet 5, regulating part 6 all adopt existing mechanism, and wherein regulating part 6 can be the nut with anchor body 1 threaded engagement, or other existing lockset, do not repeat them here; Described anchor body 1 is the anchor rod body or the anchor cable that are provided with injected hole (not shown) at free segment; Anchor body 1 adopts hollow structure, utilizes injected hole to carry out grouting support.
What finally illustrate is, above embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although with reference to preferred embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that, can modify to technical scheme of the present invention or equivalent replacement, and not departing from aim and the scope of technical solution of the present invention, it all should be encompassed in the middle of right of the present invention.
Claims (10)
1. the gradual supporting method in mine large relaxation zone tunnel, is characterized in that, comprise the following steps:
(1) after excavation, carry out just spray to tunnel, the concrete spraying layer thickness that just spray is formed is not more than 50mm;
(2) after just spray, hang steel mesh reinforcement and steel bar ladder under temporary lining, then grouted anchor bar is installed in perforating, forms combination supporting;
(3) select measuring point according to tunnel geological conditions, the system of detection relaxation zone is installed in the perforating of measuring point place, and section convergence instrument is installed, to measure change and the drift section convergence situation of tunnel relaxation zone;
(4) according to drift section monitoring situation, large position is out of shape to drift section and supplements skyhook, make tunnel uniform convergence;
(5), be greater than the length of grouted anchor bar at the thickness of relaxation zone after, grouting cable anchor is installed in perforating;
(6) carry out multiple spray when drift section stabilization, relaxation zone no longer expand, the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least;
(7), after multiple pneumatically placed concrete sclerosis, the grouted anchor bar installed in step (2) is utilized to carry out the slip casting of country rock superficial part;
(8), after the slip casting of country rock superficial part, the grouting cable anchor installed in step (5) is utilized to carry out the slip casting of country rock deep.
2. the gradual supporting method in mine according to claim 1 large relaxation zone tunnel, it is characterized in that: the described grouting cable anchor in the described grouted anchor bar in step (2) and/or step (5) comprises anchor body and is located at the spreader mechanism of anchor body anchoring section, and the free segment of described anchor body is provided with injected hole; Described spreader mechanism comprises expansion sleeve and draw swollen, after described anchor volume expansion cover with draw swollen and be connected; Rock mass deformation is drawn swollen to anchor body and when drawing swollen generation axial tension and is formed extruding to expansion sleeve, makes expansion sleeve produce radial deformation and expand.
3. the gradual supporting method in mine according to claim 2 large relaxation zone tunnel, it is characterized in that: described grouted anchor bar and/or described grouting cable anchor also comprise isolating cylinder, top seal, the bottom of described isolating cylinder are provided with opening, and described isolating cylinder is enclosed within outside expansion sleeve.
4. the gradual supporting method in mine according to claim 3 large relaxation zone tunnel, it is characterized in that: described in draw swollen big up and small down frustum, and described in draw the internal diameter that large portion diameter is greater than the internal diameter of expansion sleeve, little portion diameter is less than expansion sleeve of swollen; Top and the bottom of described expansion sleeve are equipped with opening, and the wall of described expansion sleeve is provided with the deformation joint extended from its top open part.
5. the gradual supporting method in mine according to claim 4 large relaxation zone tunnel, is characterized in that: the wall of described expansion sleeve is provided with at least two along its axially extended deformation joint, and each described deformation joint is uniformly distributed along the circumference of expansion sleeve.
6. the gradual supporting method in mine according to claim 5 large relaxation zone tunnel, it is characterized in that: described grouted anchor bar and/or described grouting cable anchor also comprise and being sleeved on for the closely connected pallet in scar and for regulating the regulating part of pretightning force on anchor body, and described regulating part forms axial compression to pallet.
7. the gradual supporting method in mine according to claim 1 large relaxation zone tunnel, is characterized in that: in step (1), and the concrete that just spray uses is not less than the steel fibrous concrete of C25 for intensity; In step (6), the thickness of the concrete spraying layer that multiple spray is formed makes steel mesh reinforcement and steel bar ladder have the topping of 20mm at least.
8. the gradual supporting method in mine according to claim 1 large relaxation zone tunnel, it is characterized in that: in step (2), in described steel mesh reinforcement, bar diameter is 6mm-12mm, and the rebar spacing of described steel mesh reinforcement is not less than 100mm, and mesh form is square or rhombus; Described steel bar ladder is that the reinforcing bar that two length are not less than 2000mm, diameter is not less than 18mm adopts high strength electrode welding, ladder width 50-100mm, and solar apart from equaling to design anchor spacing, and adopts the welding method of two side by side.
9. the gradual supporting method in mine according to claim 1 large relaxation zone tunnel, it is characterized in that: in step (2), the length of described grouted anchor bar is not less than 2000mm, roadway surrounding rock surface Anchoring Strength of Rock Bolts is not less than 0.15MP, and the prestressed of anchor pole is not less than the half of its anchor pole yield strength.
10. the gradual supporting method in mine according to claim 1 large relaxation zone tunnel, is characterized in that: in step (3), the system of described detection relaxation zone comprises multiple position extensometer or borehole camera system.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109404007A (en) * | 2018-11-22 | 2019-03-01 | 浙江大学 | A kind of underground engineering support antiknock integration composite construction |
| CN111411983A (en) * | 2020-03-30 | 2020-07-14 | 中煤新集能源股份有限公司 | Repair process for improving compressive strength of underground coal mine roadway surrounding rock loosening ring |
| CN114673527A (en) * | 2022-04-20 | 2022-06-28 | 中国科学院武汉岩土力学研究所 | Method for reinforcing broken surrounding rock of progressive roadway and tunnel |
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| CN102278128A (en) * | 2011-07-13 | 2011-12-14 | 金诚信矿业管理股份有限公司 | High-stress poor rock roadway supporting process |
| CN103711507A (en) * | 2013-12-05 | 2014-04-09 | 中国矿业大学 | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device |
| CN104594919A (en) * | 2015-01-22 | 2015-05-06 | 山东科技大学 | Soft rock roadway buffering tapered double strong shell support system and construction method thereof |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102278128A (en) * | 2011-07-13 | 2011-12-14 | 金诚信矿业管理股份有限公司 | High-stress poor rock roadway supporting process |
| CN103711507A (en) * | 2013-12-05 | 2014-04-09 | 中国矿业大学 | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device |
| CN104594919A (en) * | 2015-01-22 | 2015-05-06 | 山东科技大学 | Soft rock roadway buffering tapered double strong shell support system and construction method thereof |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109404007A (en) * | 2018-11-22 | 2019-03-01 | 浙江大学 | A kind of underground engineering support antiknock integration composite construction |
| CN111411983A (en) * | 2020-03-30 | 2020-07-14 | 中煤新集能源股份有限公司 | Repair process for improving compressive strength of underground coal mine roadway surrounding rock loosening ring |
| CN114673527A (en) * | 2022-04-20 | 2022-06-28 | 中国科学院武汉岩土力学研究所 | Method for reinforcing broken surrounding rock of progressive roadway and tunnel |
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