CN111502675A - Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection - Google Patents
Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection Download PDFInfo
- Publication number
- CN111502675A CN111502675A CN202010357825.4A CN202010357825A CN111502675A CN 111502675 A CN111502675 A CN 111502675A CN 202010357825 A CN202010357825 A CN 202010357825A CN 111502675 A CN111502675 A CN 111502675A
- Authority
- CN
- China
- Prior art keywords
- anchor cable
- constant
- surrounding rock
- deformation
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 137
- 238000000034 method Methods 0.000 title claims abstract description 53
- 238000010276 construction Methods 0.000 title claims abstract description 51
- 238000005507 spraying Methods 0.000 claims description 52
- 239000011347 resin Substances 0.000 claims description 33
- 229920005989 resin Polymers 0.000 claims description 33
- 229910000831 Steel Inorganic materials 0.000 claims description 32
- 239000003795 chemical substances by application Substances 0.000 claims description 32
- 239000010959 steel Substances 0.000 claims description 32
- 239000004567 concrete Substances 0.000 claims description 31
- 238000004873 anchoring Methods 0.000 claims description 29
- 238000005553 drilling Methods 0.000 claims description 21
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 18
- 230000008569 process Effects 0.000 claims description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 15
- 238000003756 stirring Methods 0.000 claims description 14
- 239000011378 shotcrete Substances 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 7
- 239000004744 fabric Substances 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 6
- 239000002023 wood Substances 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- 239000004575 stone Substances 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 239000000725 suspension Substances 0.000 abstract description 5
- 230000009471 action Effects 0.000 abstract description 4
- 238000010008 shearing Methods 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 abstract 1
- 238000009434 installation Methods 0.000 description 9
- 238000012360 testing method Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 230000002349 favourable effect Effects 0.000 description 3
- 230000002457 bidirectional effect Effects 0.000 description 2
- 230000008878 coupling Effects 0.000 description 2
- 238000010168 coupling process Methods 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000006855 networking Effects 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 229920000742 Cotton Polymers 0.000 description 1
- 210000001015 abdomen Anatomy 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000839 emulsion Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 239000000178 monomer Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000006116 polymerization reaction Methods 0.000 description 1
- 239000012945 sealing adhesive Substances 0.000 description 1
- 239000010878 waste rock Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/155—Laggings made of strips, slats, slabs or sheet piles
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D15/00—Props; Chocks, e.g. made of flexible containers filled with backfilling material
- E21D15/02—Non-telescopic props
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a supporting method for constructing a large-section tunnel intersection of high-ground-stress weak broken surrounding rocks, which realizes effective release of deformation energy of the surrounding rocks through pilot tunnel construction and is beneficial to controlling deformation of the surrounding rocks; the constant-resistance large-deformation anchor cable can realize constant-resistance sliding under the action of high pretightening force, uniformly release the deformation energy of surrounding rocks and effectively protect the stable structure of the supporting body; the active supporting mode is adopted, reverse constraint force can be timely applied to surrounding rocks, the two-way stress state of the excavated surrounding rocks is restored to the three-way stress state, the broken surrounding rocks can be improved into a combined arch with uniform bearing capacity by the constant-resistance large-deformation anchor rope, the friction force between the surrounding rocks is increased by the high pretightening force of the constant-resistance large-deformation anchor rope, the shearing resistance of the bearing arch is increased, the surrounding rocks can be suspended on a deep stable rock stratum by utilizing the suspension theory, and the long anchor rope and the short anchor rope are jointly supported to form a reinforced combined arch to jointly resist the large deformation of the soft rock surrounding rocks.
Description
Technical Field
The invention belongs to the technical field of cross construction and support of tunnels, and particularly relates to a support method for construction of a high-ground-stress weak broken surrounding rock large-section tunnel intersection.
Background
With the continuous development strategy in the western world, the traffic construction of railways, highways and the like in the western region is rapidly developed. Due to the mountainous landforms in the western regions, building mountain tunnels becomes a shortcut for reducing the distance of traffic lines. Under the influence of complex geological conditions in the western region, various construction and geological problems different from the traditional tunnel in the middle east are inevitably generated in the tunnel construction process, and the construction of the high ground stress soft rock tunnel intersection is one of the problems. When an ultra-long tunnel is built, a plurality of inclined shafts are generally built to be connected with a main tunnel, and after the inclined shafts are communicated with the main tunnel, a plurality of working faces can be arranged on a main tunnel line to be excavated simultaneously, so that the construction progress is accelerated; and after the tunnel is completely built, the inclined shafts can be reserved as fire rescue channels.
According to the traditional supporting design of a high-ground-stress large-section tunnel intersection, a passive supporting concept is adopted, namely, a supporting structure 'hard resistance' mode is adopted for surrounding rock management, the main mode is to increase the strength and rigidity of a primary supporting structure, for example, the rigidity of a steel arch is increased, the spacing between the steel arches is shortened, a multi-layer steel arch supporting mode is adopted, and grouting anchor rods are generally adopted for reinforcing and supporting broken surrounding rocks. The construction method adopts a three-step construction method, a large-bag method, a small-bag method and the like; when an inclined shaft and a main tunnel are tunneled in a high ground stress and weak broken rock mass, the cross section area of an intersection is too large, surrounding rocks are broken, and concentrated stress near the intersection is too large, so that great challenges are provided for supporting design and construction of the intersection, for example, a Mozhailing tunnel on a blue and Yu railway line and a Sichuan railway to be built by the operator are very difficult to design and construct.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to provide a supporting method for constructing a tunnel intersection with a large section of high-ground-stress weak broken surrounding rock, which aims at a common T-shaped intersection between an inclined shaft and a main tunnel intersection, performs stepped excavation and timely supporting on the whole section, gradually releases surrounding rock energy, and ensures the stability of a tunnel as all supporting structures form a whole.
In order to achieve the above purpose, the invention provides the following technical scheme:
the invention provides a supporting method for construction of a large-section tunnel intersection of high-ground-stress weak broken surrounding rock, which comprises the following steps:
s1, performing pilot tunnel construction, and excavating a tunnel body by adopting a three-step method;
s2, excavating an upper step, and temporarily supporting the top of the upper step and two arch shoulders;
s3, laying a reinforcing mesh on the upper step, and installing a constant-resistance large-deformation anchor cable;
s4, spraying concrete on the cross section of the step;
s5, excavating a middle step and a lower step, paving reinforcing meshes on the middle step and the lower step respectively, and installing constant-resistance large-deformation anchor cables respectively;
s6, repeating the process of S4;
s7, mounting a steel arch frame;
s8, laying waterproof cloth;
and S9, casting a secondary lining.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the step S1 is specifically that a pilot tunnel is tunneled and formed, a tunnel body is excavated by adopting a three-step method, and excavation is sequentially performed according to the sequence of an upper step, a middle step and a lower step.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the step S2 is to temporarily support the top of the upper step and the two arch shoulders by erecting wood piles.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the S3 includes the following steps:
s31, paving a reinforcing mesh, installing a top mesh and then connecting the side meshes on the two sides;
s32, drilling holes by using a single anchor cable drilling machine;
s33, bonding and positioning the resin anchoring agent and one end of the anchor cable;
s34, connecting the other end of the anchor cable with a stirring driver, and slowly sending the resin anchoring agent into the drilled hole by using the stirring driver to ensure that the resin anchoring agent is completely sent into the bottom of the drilled hole;
s35, in the process of feeding the resin anchoring agent to the bottom of the hole, the resin anchoring agent is pushed and stirred at the same time, so that the resin anchoring agent is uniformly stirred;
s36, stopping stirring, and detaching the single anchor cable drilling machine and moving to the next drilling hole;
s37, sequentially installing a constant resistor, a tray and an anchorage device on the anchor cable, and tightly attaching the tray to the surrounding rock wall;
preferably, in S33, plastic sealing tape is used to bond the resin anchoring agent and the anchor cable in place.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the S4 specifically includes the following steps:
s41, cleaning sundries on a spraying site, and connecting a shotcrete machine with an air pipeline and a water pipeline;
s42, cleaning the wall of the surrounding rock by using high-pressure wind and water before spraying;
s43, spraying concrete to the wall of the surrounding rock from the wall base to the top, namely from the bottom to the top, firstly spraying concrete to the wall and then spraying concrete to the wall;
preferably, in S43, the vertical distance between the lance head and the lance receiving surface is 0.8-1.0 m.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the S43 further includes the following steps:
s431, before spraying, stirring materials, and removing bottoms of cement, sand and stones, and turning, stirring and mixing uniformly;
s432, before spraying, laying plastic cloth at a spraying place so as to collect the rebound materials;
s433, when the machine is started, water is supplied firstly, then air is supplied, then a shotcrete machine is started, and finally concrete is supplied;
s434, when the machine is stopped, the concrete supply is stopped firstly, then the shotcrete machine is stopped, the water supply is stopped, and finally the air supply is stopped;
preferably, the air supply pressure of the shotcrete machine in S433 is 0.4MPa, the water pressure is 0.5MPa, and the water-cement ratio is 0.4-0.5.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the S34 further includes the following steps:
s341, mounting first constant-resistance large-deformation anchor cables, and adjusting the angles of the first constant-resistance large-deformation anchor cables according to different joint conditions of surrounding rocks;
s342, mounting second constant-resistance large-deformation anchor cables, and adjusting the angle of each second constant-resistance large-deformation anchor cable according to different joint conditions of surrounding rocks;
preferably, in S341, the diameter of the first constant-resistance large-deformation anchor cable is 21.8mm, the length of the first constant-resistance large-deformation anchor cable is 10300mm, and the row spacing of the first constant-resistance large-deformation anchor cables is 1200mm × 1000 mm;
still preferably, in S342, the diameter of the second constant-resistance large-deformation anchor cable is 21.8mm, the length of the second constant-resistance large-deformation anchor cable is 5300mm, and the row spacing of the second constant-resistance large-deformation anchor cables is 1200mm × 1000 mm.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, the S37 further includes the following steps:
s371, sleeving the tensioning jack on the anchor cable;
s372, starting a pump to stretch the anchor cable, observing the reading of a pressure gauge, and stopping stretching after the preset tension force is reached;
and S373, detaching the tensioning jack and cutting off the exposed end of the anchor cable.
According to the supporting method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection, preferably, in S32:
the drill hole is drilled by a drill bit with the diameter of 32mm, and the single anchor cable drilling machine is matched with the hollow six-mode drill rod to drill the hole.
According to the supporting method for the construction of the intersection of the high-ground-stress weak broken surrounding rock large-section tunnel, the thickness of the concrete is preferably greater than or equal to 100 mm.
Compared with the closest prior art, the technical scheme provided by the invention has the following excellent effects:
the invention provides a supporting method for construction of a large-section tunnel intersection of weak and broken surrounding rocks under ground stress, which realizes effective release of deformation energy of the surrounding rocks through pilot tunnel construction, is favorable for controlling the deformation of the surrounding rocks, avoids large-scale collapse of the weak surrounding rocks and is favorable for construction safety; the constant-resistance large-deformation anchor cable can realize constant-resistance sliding under the action of high pretightening force, uniformly release the deformation energy of surrounding rocks and effectively protect the stable structure of the supporting body; by adopting an active support concept, the high-pretightening-force constant-resistance large-deformation anchor cable can apply reverse constraint force to surrounding rocks in time, the excavated two-way stress state of the surrounding rocks is restored to the three-way stress state again, the deformation of the surrounding rocks is resisted by utilizing the self-bearing capacity of the surrounding rocks, the constant-resistance large-deformation anchor cable with the length of 5300mm can improve the broken surrounding rocks into a combined arch with uniform bearing capacity, the friction force between the surrounding rocks is increased through the high pretightening force of the constant-resistance large-deformation anchor cable, and the anti-shearing capacity of the bearing arch is increased. The 10300mm long constant-resistance large-deformation anchor cable can be used for transferring the deep stress of the surrounding rock by utilizing the suspension theory, the surrounding rock is suspended on the deep stable rock layer, and the surrounding rock combined bearing arch and the reinforced combined arch formed by supporting the long anchor cable with high pretightening force and the short anchor cable resist the large deformation of the soft rock surrounding rock together; the constant-resistance large-deformation anchor cable realizes the coupling support of the full section of the surrounding rock by combining the steel belt and the reinforcing mesh, and resists the large deformation of the surrounding rock as an integral supporting structure.
Drawings
FIG. 1 is a schematic structural view of a supporting section of a tunnel intersection in an embodiment of the invention;
FIG. 2 is a schematic structural view of a cross section of an upper step support in an embodiment of the present invention;
FIG. 3 is a schematic structural view of a middle step support section in an embodiment of the present invention;
FIG. 4 is a schematic structural view of a lower step support section in an embodiment of the present invention;
FIG. 5 is a schematic longitudinal sectional view of a three-step construction method according to an embodiment of the present invention;
FIG. 6 is a schematic structural diagram of a supporting section of a tunnel intersection in the embodiment of the invention;
FIG. 7 is a schematic view of a tunnel support plan according to an embodiment of the present invention;
fig. 8 is a schematic view of an anchor cable installation structure according to an embodiment of the present invention;
fig. 9 is a schematic flow chart of a supporting method in the embodiment of the invention.
In the figure: 1. an upper step; 2. a middle step; 3. descending a step; 4. a first constant-resistance large-deformation anchor cable; 5. a second constant-resistance large-deformation anchor cable; 6. surrounding rocks; 7. guiding a hole; 8. an anchoring end; 9. steel strand wires; 10. a constant resistor; 11. a steel tray; 12. a conical body; 13. a lock; 14. and (5) anchor cables.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The invention will be described in detail below with reference to the accompanying drawings in conjunction with embodiments, it being noted that the embodiments and features of the embodiments of the invention can be combined with each other without conflict.
As shown in figure 1, the invention provides a construction method suitable for supporting a large-section tunnel intersection in high-ground-stress weak broken surrounding rock, which is mainly used for a common T-shaped intersection in an inclined shaft and a main tunnel intersection, namely the inclined shaft and the main tunnel are in a vertical intersection relationship, before the intersection is excavated, a pilot tunnel is excavated, the surrounding rock is subjected to pressure relief and energy release by the pilot tunnel, and then the whole section is excavated in steps and is timely supported. The support method for tunnel intersection construction comprises the following steps:
and S1, performing pilot tunnel construction, and excavating a tunnel body by adopting a three-step method.
Before the intersection is excavated, a pilot tunnel 7 is excavated, the extending direction of the pilot tunnel 7 is perpendicular to the extending direction of a main tunnel, the excavating height of the pilot tunnel 7 is smaller than or equal to the height of the main tunnel, the width of the pilot tunnel 7 is specifically set according to the situation of on-site surrounding rock, generally, the width of the pilot tunnel 7 is larger than or equal to the width of four rows of parallel constant-resistance anchor cables, the pilot tunnel 7 is used for releasing pressure and energy of the surrounding rock 6, then the whole section is excavated in steps and supported in time, as shown in figure 5, the sequence of the excavation in steps is that firstly, a step 1 is excavated, then, a middle step 2 is excavated, and finally, a step 3 is excavated, a large section is divided into a plurality of small sections for excavating and supporting, surrounding rock strain energy is gradually released, small pilot tunnel construction can realize effective batch release of surrounding rock 6 deformation energy around the pilot tunnel 7, and is favorable for controlling the deformation of the surrounding rock 6, the weak surrounding rock 6 is prevented from collapsing in a large range, and safe construction is facilitated.
S2, excavating the upper step 1, temporarily supporting the top of the upper step 1 and the two arch shoulders through a wood crib, and temporarily supporting the top and the two arch shoulders through the wood crib.
And S3, paving a reinforcing mesh on the section of the upper step 1, and installing a constant-resistance large-deformation anchor cable.
S3 specifically includes the following steps:
s31, laying reinforcing steel bar meshes, firstly installing the top mesh and then connecting the upper meshes at two sides, wherein the meshes of the top mesh and the meshes of the upper meshes in the embodiment of the invention are welded by reinforcing steel bars to form a reinforcing steel bar mesh with the size of 100mm × 100mm, the meshes are welded point by point, the integrity is good, the meshes and the meshes are connected through a special networking device tool, specifically, the special networking device tool is connected by buckles, the top mesh is firstly connected, then the upper meshes and the lower meshes are connected, the buckle connection performance is stable, the integrity is good, the connection strength is high, and the quality of a supporting system is improved.
S32, drilling a hole on the surrounding rock 6 by adopting a common single anchor cable drilling machine in cooperation with a hollow hexagonal extension type anchor rod and a drill bit with the diameter of 32mm, respectively drilling two kinds of drilled holes with the hole depths of 10300mm and 5300mm, controlling the error of the drilling depth within 30mm, ensuring that the hole vertically enters the surrounding rock 6 during drilling, ensuring that the hole cannot be inclined, facilitating the installation of the anchor cable 14 or the anchor rod, marking the initial drill rod for ensuring the accurate drilling depth, marking the final hole position, for example, marking the drill rod by using white or yellow paint and the like, and determining the depth of the drilled hole.
S33, wiping impurities such as water and rock debris on one end of the anchor cable 14, namely the anchor end 8 of the anchor cable, with cotton, adhering and positioning the resin anchoring agent and the anchor end 8 of the anchor cable with plastic box sealing adhesive tape, checking the quality of the resin anchoring agent before the resin anchoring agent is connected with the anchor end 8, touching the resin anchoring agent with hands, and selecting types such as resin cartridges as the resin anchoring agent.
S34, installing an anchor cable stirrer at the other end of the anchor cable 14, wherein the type of the anchor cable stirrer is not further limited, the anchor cable stirrer meeting the installation condition of the anchor cable can be used, the two people cooperate to push the resin anchoring agent by the anchor cable 14 to be slowly sent into the drill hole, the exposed length of the anchor cable is controlled to be 200-300mm (such as 200, 210, 220, 240, 260, 280, 290 and 300), the anchor cable 14 cannot be repeatedly pulled in the process of sending the resin anchoring agent into the drill hole, so that the anchor cable 14 and the resin anchoring agent are prevented from falling off, and the resin anchoring agent is ensured to be completely sent to the bottom of the drill hole.
For a preferred scheme of installing the anchor cable 14 in the embodiment of the present invention, as shown in fig. 2 to 4, S34 includes the following steps:
s341, installing the first constant-resistance large-deformation anchor cables 4 with the diameter of 21.8mm and the length of 10300mm, adjusting the angles of the first constant-resistance large-deformation anchor cables 4 according to different joint production states of the surrounding rock 6, and arranging the row spacing of 1200mm × 1000 mm.
And S342, installing second constant-resistance large-deformation anchor cables 5 with the diameter of 21.8mm and the length of 5300mm, adjusting the angles of the second constant-resistance large-deformation anchor cables 5 according to different joint production shapes of the surrounding rock 6, and arranging the row spacing of 1200mm × 1000 mm.
As shown in fig. 6-7, the constant-resistance large-deformation anchor cable can realize constant-resistance slippage under the action of high pre-tightening force, uniformly release the deformation energy of the surrounding rock 6, effectively protect the structural stability of the supporting body, the second constant-resistance large-deformation anchor cable 5 with the length of 5300mm can improve the broken surrounding rock 6 into a combined arch with uniform bearing capacity, the friction force between the surrounding rocks is increased through the high pre-tightening force of the constant-resistance large-deformation anchor cable, the shearing resistance of the bearing arch is increased, the deep stress of the surrounding rock 6 can be adjusted by the first constant-resistance large-deformation anchor cable 4 with the length of 10300mm by utilizing the suspension theory, the surrounding rock 6 is suspended on the deep stable surrounding rock 6, and the combined arch formed by the support of the high pre-tightening force long anchor cable and the short anchor cable forms a reinforced combined arch to jointly resist the large deformation of the soft rock surrounding.
The constant-resistance large-deformation anchor cable can effectively absorb energy released by surrounding rocks, constant supporting resistance is provided in the energy-absorbing deformation process, and after the anchor cable 14 is installed, the anchor cable 14 is connected by using a W-shaped steel belt, so that the anchor cable 14 is integrated, and the conditions of local instability and final overall instability caused by single failure can be avoided; the whole section of the surrounding rock 6 is coupled and supported through the combination of the W-shaped steel strip and the reinforcing mesh, the whole supporting structure is coupled and connected, and the whole supporting structure is used as a supporting integral structure to resist the large deformation of the surrounding rock 6, so that the stability of the surrounding rock 6 is greatly improved.
S35, one person holds the machine head, one person operates the monomer anchor cable drilling machine, the resin anchor agent is pushed and stirred while being conveyed to the bottom of the hole, the stirring time is controlled to be 20-30S (such as 20, 21, 22, 23, 24, 25, 26, 27, 28, 29 and 30), the resin anchor agent is uniformly stirred, the stirring process of the resin anchor agent cannot be stopped and cannot be repeatedly stirred, otherwise, the resin anchor agent which starts polymerization reaction is damaged, and the resin anchor agent fails.
And S36, after the resin anchoring agent is sent to the bottom of the hole, stopping stirring, but continuously keeping the thrust of the single anchor cable drilling machine to act on the bottom of the hole for three minutes so as to primarily solidify the resin anchoring agent, then, unloading the single anchor cable drilling machine, moving to the next position, and drilling the next hole.
And S37, after ten minutes, further solidifying the resin anchoring agent, dismounting the special stirring driver, installing the constant resistor 10, the steel tray 11 and the lock 13, and tightly attaching the steel tray 11 to the surrounding rock 6, wherein as shown in figure 8, the constant resistor 10 comprises a constant-resistance section and a conical body 12, the constant-resistance section is sleeved on the anchor cable 14 and extends into the drilled hole to be in contact connection with the inside of the drilled hole, the conical body 12 is also sleeved on the anchor cable 14 and extends into the constant-resistance section, then the steel tray 11 and the lock 13 are sequentially installed, the steel tray 11 is sleeved on the anchor cable 14 and tightly attached to the wall of the surrounding rock, and the lock 13 fixes the anchor cable 14 and the steel tray 11.
The anchored anchor cable 14 is subjected to a tension test to determine the anchoring effect of the anchor cable 14, and the specific process of the tension test comprises the following steps:
and S371, the two persons cooperate to sleeve the tensioning jack at the tail end of the anchor cable 14 and support the tensioning jack.
And S372, starting a pump to stretch the anchor cable 14, opening a switch of an emulsion liquid pump station of the tensioning jack, observing the reading of a pressure gauge, finishing the stroke of the tensioning jack after the preset tensioning force is reached, quickly changing back to a return stroke, and finishing the tensioning test.
S373, detaching the tensioning jack, cutting off the exposed part of the anchor cable by using a hydraulic cutter, wherein the length of the cut anchor cable exposed out of the surrounding rock wall is 200mm-300 mm.
Tensioning the anchor cable 14 10-15 minutes after the resin anchoring agent is stirred, wherein the tensioning pre-tightening force is more than or equal to 35t, once tensioning is performed in place, after the anchor cable 14 is installed for 48 hours, if the pre-tightening force is reduced, timely tensioning is required, the anchor cable 14 which is not anchored properly is found during tensioning, the qualified anchor cable 14 is immediately repaired nearby, or the unqualified anchor cable 14 is pulled out by using a tensioning device, then the original drilled hole is cleaned once by using a single drilling machine, and the anchor cable 14 is installed again.
And S4, after the constant-resistance large-deformation anchor cable is installed on the surrounding rock 6, spraying concrete on the surrounding rock 6.
The process of spraying concrete specifically comprises the steps of spraying before, spraying during and spraying after, and specifically comprises the following steps:
s41, the installation of the anchor cables 14 and the laying condition of the reinforcing mesh are checked, problems occurring on the site are timely processed, gangue sundries on the spraying site are cleaned, whether the spraying machine is intact is checked, an air pipeline and a water pipeline on the spraying machine are connected, a conveying pipeline needs to be straight and cannot be bent sharply, smooth spraying of concrete is guaranteed, joints on the spraying machine need to be tight, air leakage cannot occur, a non-antistatic plastic pipe is strictly forbidden to be used as the conveying pipeline, the installation accident is prevented, the connected spraying machine is electrified to perform idle-load test operation, a friction plate is fastened, and the air leakage phenomenon cannot occur.
S42, the spammer wears complete and effective labor protection supplies, before spraying the concrete, the rock surface is washed by high-pressure air and water, the concrete can be smoothly and firmly bonded on the rock surface, the arch crown and the two sides are provided with marks of spraying thickness, and the spammer can conveniently control the spraying thickness.
S43, spraying concrete on the cleaned surrounding rock 6, wherein the surrounding rock 6 is sprayed from the wall base from bottom to top in a way of arching after the wall, a closed loop is formed, all supporting structures form a whole, the stability of the surrounding rock 6 is guaranteed, a spray gun head and a sprayed surface are kept perpendicular to the greatest extent, the perpendicular distance between the spray gun head and the sprayed surface is 0.8-1.0m (such as 0.8, 0.85, 0.90, 0.95, 0.98 and 1.0), the concrete can be effectively guaranteed to be attached to the surrounding rock 6, the spraying thickness of the concrete is not less than 100mm, and a relatively flat plane closed surrounding rock 6 is formed.
For the preferable scheme of the embodiment of the invention for spraying concrete, S43 further includes the following steps:
s431, preparing concrete, wherein wet mixing is adopted during manual mixing, and cement, sand and stones are cleaned and turned over for three times to be uniformly mixed.
S432, before spraying, plastic cloth or an old belt needs to be laid at a spraying place so as to collect the rebound materials.
And S433, when the spraying is started, water is supplied firstly, then air is supplied, a spraying machine is started, concrete is supplied finally, when the spraying is started, the air supply pressure of the spraying machine is 0.4MPa, the water pressure is 0.5MPa, the water-cement ratio is 0.4-0.5, the water supply amount is adjusted in time according to the change of the discharge amount in the spraying process, the accurate water-cement ratio is ensured, and the sprayed concrete has no dry spots, no flowing, strong adhesive force and less rebound material.
S434, when the machine is stopped, the concrete supply is stopped firstly, then the shotcrete machine is stopped, water is turned off, finally air is stopped, the gun head is prevented from being aligned to other personnel strictly in the spraying process, accidents are avoided, when the blockage fault occurs in the spraying process, the sprayer is held tightly and the nozzle faces downwards, after the spraying work is finished, the spraying layer needs to be continuously watered and maintained for more than 7 days, the concrete layer is firm, after one-time spraying is finished, rebound objects are collected immediately, the sprayer is dismounted, the water ring and mortar attached to the inner portion and the outer portion of the shotcrete machine are cleaned in time, and the normal use of the shotcrete machine is facilitated when the next shotcrete is carried out.
The surrounding rock 6 must be cleaned before spraying, the float waste rock is cleaned, the spraying is uniform, no cracks exist, no skirt penetrating phenomenon or no barefoot phenomenon exists, and the rear part of the steel tray 11 of the anchor cable 14 which is not in contact with the rock surface and the rear part of the bracket after the bracket is erected must be sprayed.
And S5, paving reinforcing meshes on the middle step 2 and the lower step 3 respectively, and installing constant-resistance large-deformation anchor cables.
After the primary support of the upper step 1 is completed, reinforcing meshes are respectively laid on the middle step 2 and the lower step 3, and a constant-resistance large-deformation anchor cable is installed, wherein the specific support process is the same as S3.
S6, repeating the process of S4.
And (4) respectively paving reinforcing meshes on the middle step 2 and the lower step 3, installing constant-resistance large-deformation anchor cable supports, and then implementing S4 on the middle step 2 and the lower step 3.
And S7, installing a steel arch.
In order to reserve a space for deformation of surrounding rock 6, a certain gap is reserved between a steel arch and a constant-resistance anchor cable supporting surface, the gap in the real-time example of the invention is 300mm, and the gap between the steel arch and the constant-resistance anchor cable supporting surface can be properly adjusted according to the actual situation on site, wherein an I-shaped steel frame is adopted as a steel frame, preferably an HW200 type steel arch and a 10.3m long constant-resistance anchor cable are used in a staggered mode, and during construction, the bolt fastening at the joint of the steel frame is ensured; the steel frame support plate is required to be positioned on a stable foundation, and the suspension of the steel frame support is forbidden; the belly, the back of steelframe are forbidden to backfill debris such as slice stone strictly, and the steel bow member can carry out the backplate and consolidate simultaneously, utilizes jack jacking when the construction steel bow member, then fixes, produces certain initiative bearing capacity.
After the upper step 1, the middle step 2 and the lower step 3 are supported, step S8 is implemented, and waterproof cloth is paved; s9, pouring a secondary lining; the supporting process of the whole pilot tunnel 7 is completed, when secondary lining is carried out, C30 concrete is preferably selected to carry out secondary lining with the thickness of 50cm on the wall of the surrounding rock, the anchor cables 14 exposing the surrounding rock 6 are guaranteed to be completely covered, the inner wall of the pilot tunnel 7 is tidy, a flat closed surrounding rock 6 is formed, an active supporting concept is adopted, the anchor cables with high pretightening force and constant resistance and large deformation can timely apply constraint counterforce to the surrounding rock 6, the bidirectional stress state of the excavated surrounding rock 6 is restored to the three-way stress state, and the self-bearing capacity of the surrounding rock 6 is utilized to resist the deformation of the surrounding rock.
In summary, as shown in fig. 9, the construction process of the intersection with the large cross section of the high ground stress weak broken surrounding rock comprises the following steps: pilot tunnel construction → excavation of upper step 1 → erection of wood piles at the top and two arches, temporary support → laying of steel mesh, installation of constant-resistance large-deformation anchor cable → spraying of concrete with a thickness of not less than 100mm → excavation of middle step 2 → laying of steel mesh, installation of constant-resistance large-deformation anchor cable → spraying of concrete with a thickness of not less than 100mm → excavation of lower step 3 → laying of steel mesh, installation of constant-resistance large-deformation anchor cable → spraying of concrete with a thickness of not less than 100mm → installation of steel arch → laying of waterproof cloth → casting of secondary lining.
In conclusion, the invention provides a supporting method for construction of a large-section tunnel intersection of weak and broken ground stress surrounding rocks, which is used for construction through a pilot tunnel 7, so that the effective release of deformation energy of the surrounding rocks 6 is realized, the deformation of the surrounding rocks 6 is favorably controlled, the large-range collapse of the weak surrounding rocks 6 is avoided, and the construction safety is favorably realized; the constant-resistance large-deformation anchor cable can realize constant-resistance sliding under the action of high pretightening force, uniformly release the deformation energy of the surrounding rock 6 and effectively protect the stable structure of the supporting body; by adopting an active supporting concept, the high-pretightening-force constant-resistance large-deformation anchor cable can timely apply reverse constraint force to the surrounding rock 6, the excavated bidirectional stress state of the surrounding rock 6 is restored to the three-way stress state again, the surrounding rock 6 is resisted to deform by utilizing the self-bearing capacity of the surrounding rock 6, the constant-resistance large-deformation anchor cable with the length of 5300mm can improve the broken surrounding rock 6 into a combined arch with uniform bearing capacity, the friction force between the surrounding rocks is increased through the high pretightening force of the constant-resistance large-deformation anchor cable, and the anti-shearing capacity of the bearing arch is increased. The 10300mm long constant-resistance large-deformation anchor cable can be used for transferring the deep stress of the surrounding rock 6 by utilizing the suspension theory, the surrounding rock 6 is suspended on the deep stable rock stratum, and the combined bearing arch and the reinforced combined arch formed by the high-pretightening-force long anchor 4 and the short anchor cable support jointly resist the large deformation of the soft rock surrounding rock 6; the constant-resistance large-deformation anchor cable is used by combining a steel belt and a high-strength reinforcing mesh to realize the coupling support of the full section of the surrounding rock 6, and the whole support structure is coupled and connected to resist the large deformation of the surrounding rock as a support integral structure.
The above description is only exemplary of the invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the invention is intended to be covered by the appended claims.
Claims (10)
1. A supporting method for construction of a high-ground-stress weak broken surrounding rock large-section tunnel intersection is characterized by comprising the following steps of:
s1, performing pilot tunnel construction, and excavating a tunnel body by adopting a three-step method;
s2, excavating an upper step, and temporarily supporting the top of the upper step and two arch shoulders;
s3, laying a reinforcing mesh on the upper step, and installing a constant-resistance large-deformation anchor cable;
s4, spraying concrete on the cross section of the step;
s5, excavating a middle step and a lower step, paving reinforcing meshes on the middle step and the lower step respectively, and installing constant-resistance large-deformation anchor cables respectively;
s6, repeating the process of S4;
s7, mounting a steel arch frame;
s8, laying waterproof cloth;
and S9, casting a secondary lining.
2. The support method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 1, wherein S1 is specifically that a pilot tunnel is tunneled and formed, a tunnel body is excavated by a three-step method, and excavation is sequentially performed according to the sequence of an upper step, a middle step and a lower step.
3. The support method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 1, wherein the step S2 is specifically that the top of the upper step and two arch shoulders are temporarily supported by erecting wood piles.
4. The support method for construction of a high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 1, wherein the S3 comprises the following steps:
s31, paving a reinforcing mesh, installing a top mesh and then connecting the side meshes on the two sides;
s32, drilling holes by using a single anchor cable drilling machine;
s33, bonding and positioning the resin anchoring agent and one end of the anchor cable;
s34, connecting the other end of the anchor cable with a stirring driver, and slowly sending the resin anchoring agent into the drilled hole by using the stirring driver to ensure that the resin anchoring agent is completely sent into the bottom of the drilled hole;
s35, in the process of feeding the resin anchoring agent to the bottom of the hole, the resin anchoring agent is pushed and stirred at the same time, so that the resin anchoring agent is uniformly stirred;
s36, stopping stirring, and detaching the single anchor cable drilling machine and moving to the next drilling hole;
s37, sequentially installing a constant resistor, a tray and an anchorage device on the anchor cable, and tightly attaching the tray to the surrounding rock wall;
preferably, in S33, plastic sealing tape is used to bond the resin anchoring agent and the anchor cable in place.
5. The support method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 1, wherein the S4 specifically comprises the following steps:
s41, cleaning sundries on a spraying site, and connecting a shotcrete machine with an air pipeline and a water pipeline;
s42, cleaning the wall of the surrounding rock by using high-pressure wind and water before spraying;
s43, spraying concrete to the wall of the surrounding rock from the wall base to the top, namely from the bottom to the top, firstly spraying concrete to the wall and then spraying concrete to the wall;
preferably, in S43, the vertical distance between the lance head and the lance receiving surface is 0.8-1.0 m.
6. The support method for construction of a high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 5, wherein the S43 further comprises the following steps:
s431, before spraying, stirring materials, and removing bottoms of cement, sand and stones, and turning, stirring and mixing uniformly;
s432, before spraying, laying plastic cloth at a spraying place so as to collect the rebound materials;
s433, when the machine is started, water is supplied firstly, then air is supplied, then a shotcrete machine is started, and finally concrete is supplied;
s434, when the machine is stopped, the concrete supply is stopped firstly, then the shotcrete machine is stopped, the water supply is stopped, and finally the air supply is stopped;
preferably, the air supply pressure of the shotcrete machine in S433 is 0.4MPa, the water pressure is 0.5MPa, and the water-cement ratio is 0.4-0.5.
7. The support method for construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 4, wherein the S34 further comprises the following steps:
s341, mounting first constant-resistance large-deformation anchor cables, and adjusting the angles of the first constant-resistance large-deformation anchor cables according to different joint conditions of surrounding rocks;
s342, mounting second constant-resistance large-deformation anchor cables, and adjusting the angle of each second constant-resistance large-deformation anchor cable according to different joint conditions of surrounding rocks;
preferably, in S341, the diameter of the first constant-resistance large-deformation anchor cable is 21.8mm, the length of the first constant-resistance large-deformation anchor cable is 10300mm, and the row spacing of the first constant-resistance large-deformation anchor cables is 1200mm × 1000 mm;
still preferably, in S342, the diameter of the second constant-resistance large-deformation anchor cable is 21.8mm, the length of the second constant-resistance large-deformation anchor cable is 5300mm, and the row spacing of the second constant-resistance large-deformation anchor cables is 1200mm × 1000 mm.
8. The support method for construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 4, wherein the S37 further comprises the following steps:
s371, sleeving the tensioning jack on the anchor cable;
s372, starting a pump to stretch the anchor cable, observing the reading of a pressure gauge, and stopping stretching after the preset tension force is reached;
and S373, detaching the tensioning jack and cutting off the exposed end of the anchor cable.
9. The support method for construction of a high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 4, wherein in S32:
the drill hole is drilled by a drill bit with the diameter of 32mm, and the single anchor cable drilling machine is matched with the hollow six-mode drill rod to drill the hole.
10. The support method for the construction of the high-ground-stress weak broken surrounding rock large-section tunnel intersection according to claim 5, wherein the thickness of the concrete is greater than or equal to 100 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010357825.4A CN111502675B (en) | 2020-04-29 | 2020-04-29 | Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010357825.4A CN111502675B (en) | 2020-04-29 | 2020-04-29 | Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111502675A true CN111502675A (en) | 2020-08-07 |
| CN111502675B CN111502675B (en) | 2021-11-26 |
Family
ID=71871677
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010357825.4A Active CN111502675B (en) | 2020-04-29 | 2020-04-29 | Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111502675B (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112431607A (en) * | 2020-12-01 | 2021-03-02 | 中国建筑土木建设有限公司 | Vertical cross tunnel construction method suitable for mountain construction |
| CN112610255A (en) * | 2020-12-11 | 2021-04-06 | 中铁二十局集团有限公司 | Tunnel construction method for penetrating through weak and broken surrounding rock |
| CN112664229A (en) * | 2021-01-25 | 2021-04-16 | 成都和拓土木工程有限公司 | Construction method for differential settlement of tunnel |
| CN113062760A (en) * | 2021-04-13 | 2021-07-02 | 中铁隧道集团二处有限公司 | Tunnel supporting method based on yielding anchor cable |
| CN113107557A (en) * | 2021-04-13 | 2021-07-13 | 中铁隧道集团二处有限公司 | Method for deep reinforcement of surrounding rock outside tunnel |
| CN113107556A (en) * | 2021-04-13 | 2021-07-13 | 中铁隧道集团二处有限公司 | Construction method of tunnel support based on NPR anchor cable |
| CN115788538A (en) * | 2023-01-31 | 2023-03-14 | 中国矿业大学(北京) | Constant-resistance large-deformation hollow grouting-resin coupling anchoring bolt |
| CN116357347A (en) * | 2023-03-31 | 2023-06-30 | 重庆建工集团股份有限公司 | Control method for large deformation surrounding rock of tunnel high-ground-stress soft rock |
| CN116517595A (en) * | 2023-06-27 | 2023-08-01 | 矿冶科技集团有限公司 | Soft broken rock mass chamber reinforcing structure and method |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102226399A (en) * | 2011-06-02 | 2011-10-26 | 中铁二院工程集团有限责任公司 | Soft rock four-line large-span tunnel three-bench cable-bracing excavation construction method |
| JP2013028898A (en) * | 2011-07-26 | 2013-02-07 | Kajima Corp | Construction method of invert, invert and precast member |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
| CN107701193A (en) * | 2017-11-28 | 2018-02-16 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| CN109538239A (en) * | 2017-09-22 | 2019-03-29 | 吴占瑞 | High-ground stress weak surrounding rock horn gradual change shrinkage type small-clear-distance tunnel construction method |
| CN110005434A (en) * | 2019-04-19 | 2019-07-12 | 中国矿业大学(北京) | A kind of constant resistance and large deformation anchor cable control method of soft rock tunnel country rock large deformation disaster |
| CN110454172A (en) * | 2019-09-02 | 2019-11-15 | 中铁二十一局集团第五工程有限公司 | A kind of horizontal hole in tunnel and main tunnel intersection section constructing method and bench blasting method |
| JP2020016028A (en) * | 2018-07-23 | 2020-01-30 | 大成建設株式会社 | Tunnel construction method and tunnel support structure |
-
2020
- 2020-04-29 CN CN202010357825.4A patent/CN111502675B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102226399A (en) * | 2011-06-02 | 2011-10-26 | 中铁二院工程集团有限责任公司 | Soft rock four-line large-span tunnel three-bench cable-bracing excavation construction method |
| JP2013028898A (en) * | 2011-07-26 | 2013-02-07 | Kajima Corp | Construction method of invert, invert and precast member |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
| CN109538239A (en) * | 2017-09-22 | 2019-03-29 | 吴占瑞 | High-ground stress weak surrounding rock horn gradual change shrinkage type small-clear-distance tunnel construction method |
| CN107701193A (en) * | 2017-11-28 | 2018-02-16 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| JP2020016028A (en) * | 2018-07-23 | 2020-01-30 | 大成建設株式会社 | Tunnel construction method and tunnel support structure |
| CN110005434A (en) * | 2019-04-19 | 2019-07-12 | 中国矿业大学(北京) | A kind of constant resistance and large deformation anchor cable control method of soft rock tunnel country rock large deformation disaster |
| CN110454172A (en) * | 2019-09-02 | 2019-11-15 | 中铁二十一局集团第五工程有限公司 | A kind of horizontal hole in tunnel and main tunnel intersection section constructing method and bench blasting method |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112431607A (en) * | 2020-12-01 | 2021-03-02 | 中国建筑土木建设有限公司 | Vertical cross tunnel construction method suitable for mountain construction |
| CN112431607B (en) * | 2020-12-01 | 2023-02-03 | 中国建筑土木建设有限公司 | Vertical cross tunnel construction method suitable for mountain construction |
| CN112610255A (en) * | 2020-12-11 | 2021-04-06 | 中铁二十局集团有限公司 | Tunnel construction method for penetrating through weak and broken surrounding rock |
| CN112664229A (en) * | 2021-01-25 | 2021-04-16 | 成都和拓土木工程有限公司 | Construction method for differential settlement of tunnel |
| CN113062760A (en) * | 2021-04-13 | 2021-07-02 | 中铁隧道集团二处有限公司 | Tunnel supporting method based on yielding anchor cable |
| CN113107557A (en) * | 2021-04-13 | 2021-07-13 | 中铁隧道集团二处有限公司 | Method for deep reinforcement of surrounding rock outside tunnel |
| CN113107556A (en) * | 2021-04-13 | 2021-07-13 | 中铁隧道集团二处有限公司 | Construction method of tunnel support based on NPR anchor cable |
| CN115788538A (en) * | 2023-01-31 | 2023-03-14 | 中国矿业大学(北京) | Constant-resistance large-deformation hollow grouting-resin coupling anchoring bolt |
| CN116357347A (en) * | 2023-03-31 | 2023-06-30 | 重庆建工集团股份有限公司 | Control method for large deformation surrounding rock of tunnel high-ground-stress soft rock |
| CN116357347B (en) * | 2023-03-31 | 2024-02-02 | 重庆建工集团股份有限公司 | Control method for large deformation surrounding rock of tunnel high-ground-stress soft rock |
| CN116517595A (en) * | 2023-06-27 | 2023-08-01 | 矿冶科技集团有限公司 | Soft broken rock mass chamber reinforcing structure and method |
| CN116517595B (en) * | 2023-06-27 | 2023-09-05 | 矿冶科技集团有限公司 | Soft broken rock mass chamber reinforcing structure and method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111502675B (en) | 2021-11-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111502675B (en) | Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection | |
| CN107849917B (en) | Tunnel construction method using advance support and lag support and device suitable for same | |
| CN106050266A (en) | Construction method for undermining connected channel between shield sections in water-rich sand cobble stratum tunnel | |
| CN106320346A (en) | Construction method for supporting deep foundation pit through grouting after pile arrangement and anchor cable mounting | |
| CN104481552B (en) | Super-huge karst cave hole roof fall stone protection construction method | |
| CN109595004B (en) | Tunnel two-expansion four-expansion excavation method | |
| CN111287759B (en) | Shallow-buried close-connection underground excavation tunnel construction method | |
| CN108412519A (en) | The slight large deformation single-track tunnel suspension device of highlands soft rock and construction method | |
| CN108442391A (en) | A kind of assembling frame beam cable bolting structure and its construction method | |
| CN108005675A (en) | Dynamic superposition coupling supporting method and supporting structure for fault fracture zone roadway | |
| CN113137235B (en) | Construction method of high-ground-stress soft rock extrusion large-deformation tunnel | |
| CN112761691B (en) | Distributed anchoring grouting supporting device for fault broken zone of deep mine | |
| CN112982431A (en) | Construction method of foundation pit supporting structure | |
| CN206220978U (en) | Vcehicular tunnel first lined steel bow member supporting construction integrated with prestressed anchor | |
| CN100473787C (en) | Connecting structure for use in piled anchor supporting system and construction method thereof | |
| CN116556357A (en) | Construction method of deep foundation pit under high side slope condition | |
| CN211448697U (en) | Single-line tunnel supporting device for soft rock slight large deformation in plateau area | |
| CN111733824A (en) | Deep foundation pit supporting structure | |
| CN109930610A (en) | Constrained environment foundation pit adds the construction method of steel pipe mixing diagonal brace using concrete | |
| CN113803092B (en) | Supporting device and method for broken soft rock roadway based on steel pipe concrete support | |
| CN115596453A (en) | Micro-brush slope tunnel entering method for tunnel long-distance side to pass through accumulation body | |
| CN115030731A (en) | Pilot tunnel construction method in cross tunnel engineering | |
| CN112593576A (en) | Coal mine air return vertical shaft wind cave construction method under high hydrostatic level impact layer condition | |
| CN105937401A (en) | Support method for U-type ventilation primary tunneling setting-up double roadways | |
| CN112267893B (en) | Construction method of large-section tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |