CN110344867B - Early-anchored pipe cable anchor rod suitable for large-deformation stratum and construction method - Google Patents
Early-anchored pipe cable anchor rod suitable for large-deformation stratum and construction method Download PDFInfo
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- CN110344867B CN110344867B CN201910788707.6A CN201910788707A CN110344867B CN 110344867 B CN110344867 B CN 110344867B CN 201910788707 A CN201910788707 A CN 201910788707A CN 110344867 B CN110344867 B CN 110344867B
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- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000004873 anchoring Methods 0.000 claims abstract description 71
- 239000011347 resin Substances 0.000 claims abstract description 65
- 229920005989 resin Polymers 0.000 claims abstract description 65
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 37
- 239000011435 rock Substances 0.000 claims abstract description 19
- 238000002347 injection Methods 0.000 claims abstract description 11
- 239000007924 injection Substances 0.000 claims abstract description 11
- 238000009434 installation Methods 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 7
- 238000005260 corrosion Methods 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 4
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 230000007797 corrosion Effects 0.000 claims description 2
- 238000005461 lubrication Methods 0.000 claims 1
- 239000011083 cement mortar Substances 0.000 description 8
- 239000002689 soil Substances 0.000 description 8
- 239000003245 coal Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 4
- 239000007787 solid Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 230000001050 lubricating effect Effects 0.000 description 3
- 239000003829 resin cement Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 229920002430 Fibre-reinforced plastic Polymers 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000011151 fibre-reinforced plastic Substances 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004806 packaging method and process Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/025—Grouting with organic components, e.g. resin
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D21/0093—Accessories
Abstract
The invention discloses a first-anchoring type pipe cable anchor rod suitable for a large-deformation stratum and a construction method, wherein the anchor rod comprises a rotary first-anchoring and then-injection hollow anchor rod, the rotary first-anchoring and then-injection hollow anchor rod is arranged in an anchor hole, a front rod body positioned at the inner side of the anchor hole of the rotary first-anchoring and then-injection hollow anchor rod can be anchored through a resin anchoring agent, a rear rod body can be anchored through grouting, and a backing plate is arranged at the anchor head end of the rotary first-anchoring and then-injection hollow anchor rod; the two ends of the rotary type hollow anchor rod are respectively provided with a single-hole anchor; and the anchor cable penetrates through the rotary type first-anchored and then-injected hollow anchor rod, one end of the anchor cable is anchored at the end part of the rotary type first-anchored and then-injected hollow anchor rod through a single-hole anchor, and the other end of the anchor cable penetrates out of the end part of the rotary type first-anchored and then-injected hollow anchor rod and can be connected and tensioned through another single-hole anchor and a backing plate. By applying the anchor rod, active support can be realized through the prestressed anchor cable, surrounding rock deformation can be further controlled, and the anchor rod is suitable for large-deformation stratum tunnels.
Description
Technical Field
The invention relates to an anchor rod, in particular to a first-anchor type pipe cable anchor rod suitable for a large-deformation stratum and a construction method.
Background
The anchor rod is a pull rod structure for anchoring or reinforcing a rock-soil body and is divided into a prestressed anchor rod and a non-prestressed anchor rod. The prestressed anchor rod is an active support type which can transmit tensile force to a stable or proper rock-soil body so as to anchor the structure and the rock-soil body together or strengthen the rock-soil body. The non-prestressed anchor rod is a passive support type and can jointly deform with a rock-soil body so as to play a role in reinforcing the rock-soil body. The anchor bolt support is widely applied to tunnel and underground engineering, side slope, foundation pit and other engineering. The anchor bolt support is an important component of the anchor bolt spray support, improves the support efficiency of surrounding rock, optimizes the bearing proportion of various supports, ensures the engineering construction safety and saves the engineering cost.
The full-length bonding anchor rod is widely applied to tunnels and underground engineering. The full-length bonding type anchor rod is characterized in that most or all of a Kong Nagan body of the anchor rod is wrapped by an anchoring agent, and the main effect of the anchoring agent is two, namely, the anchoring agent has a cementing effect and the anchor rod body and a rock-soil body are cemented together; and secondly, the protection function is achieved, and the full length of the anchor rod body is wrapped to protect the anchor rod from corrosion. According to the difference of anchoring agents, the full-length bonding type anchor rod is divided into a resin anchor rod and a cement mortar anchor rod, and the anchor rod body comprises a steel rod body (solid, hollow and anchor rope) and a fiber reinforced plastic rod body (solid and hollow).
The resin anchor rod is mainly applied to coal roadway support. The resin (coil) anchoring agent is formed by separating and packaging two parts of resin cement and curing agent into coil shape, and the mixture can bond the anchor rod body and the rock-soil body together. There are two types of ultra-fast resin anchors, namely CKa type and CKb type. After the resin cement and the curing agent are mixed, the gel time of the CKA type resin anchoring agent is 8-25 seconds, and the waiting time of the anchor rod is 10-30 seconds; the gel time of the CKB type resin anchoring agent is 26-40 seconds, and the waiting time of the anchor rod is 30-60 seconds. The coal roadway anchor rod supports, the resin anchor rod generally completes the installation of the backing plate and the nut within 60 seconds, and a certain pretightening force can be applied. At present, the resin anchor rod is the dominant type of coal roadway anchor rod support, and mainly comprises the following factors: (1) The hardness of coal and coal stratum rock is small, and the pneumatic jumbolter is easy to drill holes; (2) The aperture ratio (the ratio of the inner diameter of the anchor hole to the outer diameter of the anchor rod body) of the resin anchor rod is smaller, the length of the anchor rod is generally 1.6-2.6 m, the using amount of the resin cartridge is small, and the cost advantage is achieved; (3) The coal mineral powder is a good solid lubricating substance, so that the resin cartridge and the anchor rod body are ensured to be smoothly inserted into the anchor hole with small aperture ratio; (4) The solidification time of the resin cement in the resin anchoring agent after being mixed with the curing agent is shorter, so that the resin anchoring agent is suitable for a rapid installation process; (5) The strength of the resin gel is higher, and the pulling resistance of the resin anchor rod is higher.
Although the resin anchor rod is the dominant type of coal roadway anchor rod support at present, the resin anchor rod is less applied to highway/railway tunnels, hydraulic tunnels and underground caverns, particularly railway tunnels, and the main reasons are as follows: (1) The geological conditions of the surrounding rock of the railway tunnel are complex and changeable, and anchor holes with small aperture ratio are difficult to form in weak and broken strata; (2) The anchor rod of the railway tunnel system is generally 2.5-5.0 m long, and the resin cartridge and the anchor rod can not be successfully inserted into the anchor hole with small aperture ratio; (3) The anchor holes with large aperture ratio need more resin anchoring agent, and the cost of the resin anchoring rod is high.
Cement mortar anchors (solid and hollow rods) are the dominant type of highway/railway tunnels and hydraulic tunnels and underground cavern anchor bolt supports. Railway tunnel regulations prescribe that the cement mortar strength grade for mortar anchors should not be lower than M20. The pad and nut installation of the full length bonded bolt should be performed after the strength of the cement mortar reaches 10MPa, so that the final setting and the increase in the initial strength of the cement mortar slurry generally determine the time taken for the bolt support to be applied. The strength of the M20 cement mortar reaches 10Mpa, and the time is 1-2 days, namely the final tightening of the anchor rod nut is 1-2 days.
Therefore, how to solve the rapid anchoring installation of the cement mortar anchor rod in the tunnel engineering is to shorten the construction time of the system anchor rod, improve the construction quality and the anchoring effect of the anchor rod and optimize the key point of the tunnel construction procedure.
Disclosure of Invention
The invention aims to overcome the defects of how to solve the problem of quick anchoring and installation of a cement mortar anchor rod in tunnel engineering in the prior art, which is to shorten the construction time of a system anchor rod, improve the construction quality and the anchoring effect of the anchor rod and optimize the tunnel construction process, and provides an anchor-first tube cable anchor rod suitable for a large-deformation stratum and a construction method.
In order to achieve the above object, the present invention provides the following technical solutions:
a pre-anchored tubing string anchor adapted for use in a highly deformed formation, comprising:
the rotary type hollow anchor rod is arranged in the anchor hole, a front rod body of the rotary type hollow anchor rod positioned at the inner side of the anchor hole can be anchored through a resin anchoring agent, a rear rod body can be anchored through grouting, and a backing plate is arranged at the head end of the rotary type hollow anchor rod after anchoring;
the two ends of the rotary type hollow anchor rod are respectively provided with the single-hole anchorage device;
and the anchor cable penetrates through the rotary type first-anchor-later-injection hollow anchor rod, one end of the anchor cable is anchored at the end part of the rotary type first-anchor-later-injection hollow anchor rod through one single-hole anchor, and the other end of the anchor cable penetrates out of the end part of the rotary type first-anchor-later-injection hollow anchor rod and can be connected and tensioned through the other single-hole anchor and the backing plate.
Preferably, the front rod body is connected with the rear rod body through a connector with holes, and a bearing plate is arranged on the front rod body.
Preferably, the end portion of the front rod body is connected with an adapter, the adapter comprises a conical sleeve and a blade, the blade is connected to the conical end of the conical sleeve, a through hole is formed in the adapter, a hollow push rod is in interference fit with the through hole, one end of the push rod is connected with the single-hole anchor, and the other end of the push rod is inserted into the front rod body.
Preferably, a resin cover is arranged at one end, connected with the single-hole anchor, of the push rod, the push rod and the resin cover are fixed through interference fit, and a region between the resin cover and the adapter is used for setting a resin roll type anchoring agent.
Preferably, the resin housing is provided with at least one mounting cavity for attachment of a resin roll-type anchoring agent.
Preferably, all the mounting cavities are uniformly distributed along the cross section of the resin cover.
Preferably, the anchor cable is an unbonded anchor cable, and a sheath is sleeved outside the anchor cable.
Preferably, the surface of the anchor cable is provided with an anti-corrosion lubricating coating.
The invention also provides a construction method of the first-anchor type pipe cable anchor rod suitable for the large-deformation stratum, which is applied to the first-anchor type pipe cable anchor rod, and comprises the following steps:
A. the method comprises the steps of (1) inserting a rotary type hollow anchor rod which is anchored firstly and then injected into an anchor hole to the bottom of the anchor hole together with an anchor rope which is anchored through a single-hole anchor device and penetrates through the rotary type hollow anchor rod which is anchored firstly and then injected into the anchor hole;
B. connecting a construction connecting sleeve with a rear rod body, guiding the anchor cable to the outside of the rotary type hollow anchor rod after anchoring from a side circular opening of the construction connecting sleeve, connecting a drill rod at the other end of the construction connecting sleeve, driving the rotary type hollow anchor rod after anchoring to rotate and push towards the inside of an anchor hole under the rotary pushing action of the drill rod, and overcoming the friction force between an adapter and a push rod under the rotary twisting action of the rotary type hollow anchor rod after anchoring and rotating along the push rod;
C. the adapter breaks the resin roll type anchoring agent bag body, the resin roll type anchoring agent releases the resin anchoring agent, the resin anchoring agent slurry is mixed, and the blade on the adapter uniformly stirs the resin anchoring agent and rapidly anchors the front rod body;
D. after the front rod body is anchored, grouting anchors the rear rod body, so that the full-length bonding of the rotary type hollow anchor rod body after anchoring is realized;
E. and a backing plate is arranged at the head end of the rotary type hollow anchor rod which is anchored first and then injected, the backing plate is abutted to surrounding rock, the anchor cable is tensioned, and the anchor cable is anchored on the backing plate through another single-hole anchor.
Preferably, after the steps a-D are completed, when the tunnel is greatly deformed, the step E is performed, that is, the pad is installed, the anchor cable is tensioned, and the anchor cable is anchored on the pad through another single-hole anchor.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
1. the first-anchor type pipe cable anchor rod suitable for the large-deformation stratum not only realizes the rapid anchoring and installation of the whole anchor rod and the rapid passive support of surrounding rock, but also ensures that the anchor rod has a certain bearing capacity after being damaged due to overlarge deformation of the surrounding rock, and the active support is realized through the prestressed anchor cable, so that the deformation of the surrounding rock can be further controlled, and the first-anchor type pipe cable anchor rod is suitable for a large-deformation stratum tunnel;
2. according to the first-anchoring type pipe cable anchor rod suitable for the large-deformation stratum, the front rod body can be rapidly anchored through the resin anchoring agent, the rotary first-anchoring and then-grouting hollow anchor rod is anchored, the rear rod body is subsequently and fixedly anchored by grouting, the whole length of the rear rod body is bonded, the rotary first-anchoring and then-grouting hollow anchor rod is rapidly and integrally anchored and installed, the bearing plate can be used for bearing pressure on a mortar anchoring body of the rear rod body, and compared with bearing shearing force of an anchoring body of the existing anchor rod, the bearing capacity of the rotary first-anchoring and then-grouting hollow anchor rod is enhanced;
3. the construction method of the first-anchored pipe cable anchor rod suitable for the large-deformation stratum not only realizes the rapid anchoring and installation of the whole anchor rod and the rapid passive support of surrounding rock, but also ensures that the anchor rod still has a certain bearing capacity after being damaged due to overlarge deformation of the surrounding rock, and the active support is realized through the prestressed anchor cable, so that the deformation of the surrounding rock can be further controlled, and the construction method is suitable for a tunnel of the large-deformation stratum.
Drawings
FIG. 1 is a schematic view of a prior-anchored cable anchor adapted for use in a large deformation formation according to the present invention;
FIG. 2 is a schematic diagram of the connection relationship between the anchor-first pipe cable anchor rod and the construction connecting sleeve according to the invention;
FIG. 3 is a schematic view of a front resin anchor structure of a pre-anchored cable anchor according to the present invention;
fig. 4 is a schematic structural diagram of a post grouting anchor of a pre-anchored cable anchor according to the present invention;
fig. 5 is a schematic diagram of the anchoring structure of the pre-anchored cable anchor according to the present invention;
fig. 6 is a schematic structural view of an anchor cable of the pre-anchored tube cable anchor according to the present invention;
FIG. 7 is a schematic view of the structure of the bearing plate according to the present invention;
FIG. 8 is a schematic view of a single hole anchor according to the present invention;
FIG. 9 is a schematic view of a clip according to the present invention;
FIG. 10 is a schematic view of an adapter according to the present invention;
FIG. 11 is a schematic view of a conical sleeve according to the present invention;
FIG. 12 is a schematic view of a blade according to the present invention;
FIG. 13 is a schematic view of a push rod according to the present invention;
FIG. 14 is a left side view of FIG. 13;
FIG. 15 is a schematic view of the structure of the resin cover according to the present invention;
FIG. 16 is a right side view of FIG. 15;
fig. 17 is a schematic structural view of a construction connection sleeve according to the present invention.
The marks in the figure: 11-front rod body, 12-rear rod body, 13-connector with holes, 14-bearing plate, 15-anchor cable, 16-single-hole anchor, 17-clip, 18-backing plate, 20-adapter, 21-conical sleeve, 22-blade, 30-push rod, 31-bulge, 40-resin cover, 50-bagged resin anchor and 60-construction connecting sleeve.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should not be construed that the scope of the above subject matter of the present invention is limited to the following embodiments, and all techniques realized based on the present invention are within the scope of the present invention.
Example 1
As shown in fig. 1 to 17, the pre-anchored pipe cable anchor rod suitable for a large deformation stratum according to the present invention comprises:
the rotary type hollow anchor rod is used for being arranged in an anchor hole, a front rod body 11 of the rotary type hollow anchor rod is positioned at the inner side of the anchor hole and can be anchored by a resin anchoring agent, a rear rod body 12 can be anchored by grouting, a backing plate 18 is arranged at the anchor head end of the rotary type hollow anchor rod, the front rod body 11 and the rear rod body 12 are connected by a perforated connector 13, a bearing plate 14 is arranged on the front rod body 11, an adapter 20 is connected to the end part of the front rod body 11, the adapter 20 comprises a conical sleeve 21 and a blade 22, the blade 23 is connected to the conical end of the conical sleeve 21, a through hole is formed in the adapter 20, a hollow push rod 30 is in interference fit with the through hole, one end of the push rod 30 is connected with the single-hole anchor 16, the other end of the push rod 30 is connected with the single-hole anchor 16 and is provided with a resin cover 40, the area between the resin cover 40 and the adapter 20 is used for arranging a resin roll anchor 50, the four resin roll anchor 40 is uniformly arranged along the cross section of the resin roll 50, and the resin roll 50 is uniformly arranged along the cross section of the resin roll;
the single-hole anchorage 16 is internally provided with a clamping piece 17, and two ends of the rotary type hollow anchor rod which is anchored firstly and then injected are respectively provided with the single-hole anchorage 16;
the anchor cable 15 is arranged in the rotary type first-anchored and then-injected hollow anchor rod in a penetrating mode, one end of the anchor cable 15 is anchored to the end portion of the rotary type first-anchored and then-injected hollow anchor rod through the single-hole anchor 16 and the clamping piece 17, the other end of the anchor cable 15 penetrates out of the end portion of the rotary type first-anchored and then-injected hollow anchor rod, the anchor cable can be connected with and tensioned through the single-hole anchor 16, the clamping piece 17 and the backing plate 18, and specifically, the clamping piece 17 is used for clamping the anchor cable 15, the anchor cable 15 is an unbonded anchor cable, a sheath is sleeved outside the anchor cable 15, and an anti-corrosion lubricating coating is arranged on the surface of the anchor cable 15.
The first-anchor type pipe cable anchor rod suitable for the large-deformation stratum not only realizes the rapid anchoring and installation of the whole anchor rod and the rapid passive support of surrounding rock, but also ensures that the anchor rod still has a certain bearing capacity after being damaged due to overlarge deformation of the surrounding rock, and the active support is realized through the prestressed anchor cable, so that the deformation of the surrounding rock can be further controlled, and the first-anchor type pipe cable anchor rod is suitable for a large-deformation stratum tunnel.
Example 2
The invention relates to a construction method of a first-anchor type pipe cable anchor rod suitable for a large-deformation stratum, which is applied to the first-anchor type pipe cable anchor rod in the embodiment 1, and comprises the following steps:
A. the method comprises the steps of (1) inserting a rotary type hollow anchor rod which is anchored firstly and then injected into an anchor hole to the bottom of the anchor hole together with an anchor cable 15 which is anchored through a single-hole anchor 16 and penetrates through the rotary type hollow anchor rod which is anchored firstly and then injected into the anchor hole;
B. connecting a construction connecting sleeve 60 with a rear rod body 12, guiding the anchor cable 15 to the outside of the rotary type hollow anchor rod after first anchoring from a side circular opening of the construction connecting sleeve 60, connecting a drill rod at the other end of the construction connecting sleeve 60, driving the rotary type hollow anchor rod after first anchoring to rotate and push inwards of an anchor hole under the rotary pushing action of the drill rod, and overcoming the friction force between the adapter 20 and the push rod 30 under the rotary twisting action of the rotary type hollow anchor rod after first anchoring and rotating and pushing along the push rod 30;
C. the adapter 20 breaks the bag body of the resin roll type anchoring agent 50, the resin roll type anchoring agent 50 releases the resin anchoring agent, the resin anchoring agent slurry is mixed, and the blade 22 on the adapter 20 uniformly stirs the resin anchoring agent and rapidly anchors the front rod body 11;
D. after the front rod body 11 is anchored, grouting anchors the rear rod body 12, so that the full-length bonding of the rotary type anchor-first-injection-later hollow anchor rod body is realized;
E. when the tunnel is greatly deformed, a base plate 18 is arranged at the anchor head end of the rotary type anchor rod which is used for firstly anchoring and then injecting the hollow anchor rod, the base plate 18 is abutted against surrounding rock, the anchor cable 15 is tensioned, and the anchor cable 15 is anchored on the base plate 18 through another single-hole anchor 16.
By applying the construction method of the first-anchor type pipe cable anchor rod suitable for the large-deformation stratum, the rapid anchoring installation of the whole anchor rod is realized, the rapid passive support of surrounding rock is realized, meanwhile, the anchor rod is ensured to have a certain bearing capacity after being damaged due to overlarge deformation of the surrounding rock, the active support is realized through the prestressed anchor cable, the deformation of the surrounding rock can be further controlled, and the method is suitable for a tunnel of the large-deformation stratum.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (6)
1. A first anchor type piping cable stock suitable for large deformation stratum, which is characterized by comprising:
the rotary type hollow anchor rod is arranged in an anchor hole, a front rod body (11) of the rotary type hollow anchor rod positioned at the inner side of the anchor hole can be anchored through a resin anchoring agent, a rear rod body (12) can be anchored through grouting, a backing plate (18) is arranged at the head end of the rotary type hollow anchor rod after anchoring, the front rod body (11) is connected with the rear rod body (12) through a connector (13) with holes, and a bearing plate (14) is arranged on the front rod body (11);
the two ends of the rotary type hollow anchor rod are respectively provided with the single-hole anchorage device (16);
the anchor cable (15) penetrates through the rotary type first-anchor-then-injection hollow anchor rod, one end of the anchor cable (15) is anchored at the end part of the rotary type first-anchor-then-injection hollow anchor rod through one single-hole anchor (16), and the other end of the anchor cable (15) penetrates out of the end part of the rotary type first-anchor-then-injection hollow anchor rod and can be connected and tensioned through the other single-hole anchor (16) and the backing plate (18);
the end part of the front rod body (11) is connected with an adapter (20), the adapter (20) comprises a conical sleeve (21) and a blade (22), the blade (23) is connected to the conical end of the conical sleeve (21), a through hole is formed in the adapter (20), a hollow push rod (30) is in interference fit with the through hole, one end of the push rod (30) is connected with the single-hole anchor (16), and the other end of the push rod is inserted into the front rod body (11);
one end of the push rod (30) connected with the single-hole anchorage device (16) is provided with a resin cover (40), the push rod (30) is fixed with the resin cover (40) through interference fit, the area between the resin cover (40) and the adapter (20) is used for setting a resin roll type anchoring agent (50), the resin cover (40) is provided with at least one installation cavity, and the installation cavity is used for connecting the resin roll type anchoring agent (50).
2. A pre-anchored piping anchor rod according to claim 1, characterized in that all the installation cavities are evenly distributed along the cross section of the resin cover (40).
3. A pre-anchored pipe cable bolt according to any of claims 1-2, wherein the anchor cable (15) is an unbonded anchor cable, the anchor cable (15) being sheathed.
4. A pre-anchored pipe cable bolt according to claim 3, wherein the surface of the anchor cable (15) is provided with a corrosion resistant lubrication coating.
5. A construction method of a pre-anchored pipe cable anchor adapted to a large deformation stratum, characterized in that the pre-anchored pipe cable anchor according to any one of claims 1-4 is applied, the construction method comprising the steps of:
A. the method comprises the steps of (1) inserting a rotary type hollow anchor rod which is anchored firstly and then injected into an anchor hole to the bottom of the anchor hole together with an anchor rope (15) which is arranged in the rotary type hollow anchor rod which is anchored firstly and then injected through a single-hole anchor device (16);
B. connecting a construction connecting sleeve (60) with a rear rod body (12), guiding an anchor rope (15) to the outside of the rotary type hollow anchor rod after first anchoring from a side circular opening of the construction connecting sleeve (60), connecting a drill rod at the other end of the construction connecting sleeve (60), driving the rotary type hollow anchor rod after first anchoring to rotate and push towards the inside of an anchor hole under the rotary pushing action of the drill rod, and overcoming the friction force between the adapter (20) and the push rod (30) under the rotary twisting action of the rotary type hollow anchor rod after first anchoring and then injection, and rotating and pushing along the push rod (30);
C. the adapter (20) is used for crushing a bag body of the resin roll type anchoring agent (50), the resin roll type anchoring agent (50) releases the resin anchoring agent, resin anchoring agent slurry is mixed, and a blade (22) on the adapter (20) is used for uniformly stirring the resin anchoring agent and rapidly anchoring the front rod body (11);
D. after the front rod body (11) is anchored, grouting anchors the rear rod body (12) to realize the full-length bonding of the rotary type hollow anchor rod body after anchoring;
E. the rotary type hollow anchor rod is characterized in that a base plate (18) is arranged at the head end of the rotary type hollow anchor rod, the base plate (18) is abutted to surrounding rock, the anchor cable (15) is tensioned, and the anchor cable (15) is anchored on the base plate (18) through another single-hole anchor (16).
6. The construction method according to claim 5, wherein the step E is performed after the steps a-D are completed, when the tunnel is greatly deformed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910788707.6A CN110344867B (en) | 2019-08-23 | 2019-08-23 | Early-anchored pipe cable anchor rod suitable for large-deformation stratum and construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910788707.6A CN110344867B (en) | 2019-08-23 | 2019-08-23 | Early-anchored pipe cable anchor rod suitable for large-deformation stratum and construction method |
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| CN110344867B true CN110344867B (en) | 2024-03-15 |
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| CN111980735B (en) * | 2020-09-01 | 2022-07-05 | 太原理工大学 | Can prolong anticorrosive time's strut stock body |
| CN114542149A (en) * | 2022-04-27 | 2022-05-27 | 中国矿业大学 | Underground roadway rock burst prevention supporting anchor cable |
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| US6435778B1 (en) * | 2000-03-13 | 2002-08-20 | Triad Support Systems, Inc. | Cable truss system and related method of installation |
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