CN111734435A - Anti-bias method for surrounding locking leg of self-advancing long anchor rod of advanced pipe shed and arch frame - Google Patents
Anti-bias method for surrounding locking leg of self-advancing long anchor rod of advanced pipe shed and arch frame Download PDFInfo
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- CN111734435A CN111734435A CN202010646104.5A CN202010646104A CN111734435A CN 111734435 A CN111734435 A CN 111734435A CN 202010646104 A CN202010646104 A CN 202010646104A CN 111734435 A CN111734435 A CN 111734435A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- 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
- E21D20/021—Grouting with inorganic components, e.g. cement
Abstract
The invention discloses an anti-bias method for surrounding locking legs of a self-advancing long anchor rod of an advance pipe shed and an arch frame, which is used for supporting and reinforcing the upper half section of a tunnel and mainly comprises three processes of advance supporting, primary supporting and secondary lining. Compared with the prior art, the invention improves the construction process of the arch frame locking leg by adopting the supporting system combining the half-section pipe shed and the arch frame, improves the locking effect of the locking leg, can quickly play a supporting role, and effectively prevents bias deformation and limit invasion.
Description
Technical Field
The invention relates to the technical field of weak surrounding rock tunnel support, in particular to an anti-bias method for surrounding locking feet of a self-advancing long anchor rod of an advance pipe shed and an arch frame.
Background
The bias tunnel is formed by asymmetric loads on two sides of the tunnel structure due to asymmetric terrain or geological and rock formation factors. When the tunnel entrance is positioned on an unstable slope with poor terrain conditions and the thicknesses of soil layers on two sides of the top of the tunnel are seriously inconsistent, the tunnel entrance is a bias phenomenon. If not handled properly, the tunnel may rupture and collapse in severe cases. When the pressure on the first sheet side of the tunnel is too high, the stress on the tunnel structure is not uniform, and the shearing damage of the tunnel structure can be caused by local stress concentration and excessive deformation.
For example, the Yuqian expressway energy-expansion reconstruction engineering is located in the east of the Sichuan basin in the southwest of China in Qijiang district of Chongqing city, the natural slopes of the entrance and the exit of the tunnel are generally straight, the body section of the tunnel is a nearly south-north ridge, the elevation of the highest point of the mountain top penetrated by the tunnel is about 578m, the elevation of the relatively low point is about 328m, and the relative height difference is about 250 m. The inlet mileage K52+072 of the right line of the tunnel, the outlet mileage K52+919 of the right line of the tunnel, the length of the tunnel 847m, the inlet of the tunnel on a curve of R-1400m, the length of the tunnel 289.786m, the outlet of the tunnel on a straight line, the length of the tunnel 557.214m, wherein the grade V surrounding rock 327m, the grade IV surrounding rock 320m and the grade III surrounding rock 200m are arranged. The longitudinal slope in the right tunnel is a single-side downhill slope of 1%/847 m, a single-pressure open tunnel door is adopted at an inlet, and a bias phenomenon is generated at the end of a tunnel opening.
Therefore, it is an urgent technical problem to be solved by those skilled in the art to provide an anti-bias method capable of effectively preventing bias deformation and threshold violation in a timely manner.
Disclosure of Invention
The invention aims to provide an anti-bias method for surrounding locking legs of a self-advancing long anchor rod of an advanced pipe shed and an arch frame.
In order to achieve the purpose, the invention provides the following scheme:
the invention discloses an anti-bias method for surrounding and locking legs of a self-advancing long anchor rod of an advance pipe shed and an arch frame, which is used for supporting and reinforcing the upper half section of a tunnel and comprises the following steps:
s1, adopting a middle pipe shed to perform advance support on the side where the main pressure bearing face of the tunnel line is located, and adopting a small pipe to perform advance support on the other side of the tunnel line;
s2, spraying concrete on the inner wall of the initially excavated tunnel, anchoring by using an expanding shell type prestressed hollow grouting anchor rod within 140 degrees of the arch part, anchoring by using a mortar anchor rod at the side wall, erecting a reinforcing mesh and a full-ring steel arch in the tunnel, and reinforcing the steel arch by using a self-advancing hollow grouting long anchor rod as an arch locking foot;
and S3, performing secondary lining on the tunnel by using the reinforced concrete structure.
Preferably, in step S1, the diameter of the steel pipe used for the middle pipe shed is 76mm, the length is 9.0m, the overlapping length of two longitudinally adjacent middle pipe sheds is 3.0m, the number of the middle pipe sheds per ring is 20, and the circumferential distance is 0.5 m.
Preferably, in step S1, the small catheters have a diameter of 42mm and a length of 4.0m, the distance between two longitudinally adjacent small catheters is 3.6m, the number of small catheters per ring is 20, and the circumferential distance is 0.5 m.
Preferably, in step S2, the sprayed concrete is C25 concrete, the arch spray thickness is 29cm, and the inverted arch spray thickness is 29 cm.
Preferably, in step S2, the hollow grouting anchor is an expanding-shell type prestressed hollow grouting anchor with a diameter of 25mm, the mortar anchor is a mortar anchor with a diameter of 22mm, and both the hollow grouting anchor and the mortar anchor have a length of 4.0m and a longitudinal annular spacing of 1.0 × 1.0 m.
Preferably, in step S2, the mesh reinforcement is a mesh structure formed by welding steel bars with a diameter of 8mm, and the mesh size is 20 × 20 cm.
Preferably, in step S2, the steel arches are I18 steel-type steel arches, and the distance between two adjacent steel arches is 0.6 m.
Preferably, in step S2, the arch locking leg has a diameter of 25mm and a length of 8.0 m.
Preferably, the construction process of the arch frame locking foot comprises the following steps:
A. determining the position and the driving angle of the self-propelled hollow grouting long anchor rod;
B. after the drilling machine is positioned, connecting the special drill bit with the first anchor rod and connecting the air-water pipe of the drilling machine;
C. drilling a first section of anchor rod, stopping the drilling machine, connecting a sleeve and a second section of anchor rod at the end part of the first section of anchor rod, drilling a second section of anchor rod until the drilling is finished, and installing a drill bit, each section of anchor rod, a connecting sleeve and a grout stop plug in place at one time to form an anchor rod body;
D. locking the fiber clamping device, reversing the drilling machine, detaching the last anchor rod from the connecting sleeve, removing the drilling machine, and continuously drilling the self-entering hollow grouting long anchor rod at the other position;
E. after the self-propelled hollow grouting long anchor rod is installed, connecting a grouting joint at the tail part of the self-propelled hollow grouting long anchor rod, connecting grouting equipment through the grouting joint, and grouting after slurry is prepared;
F. the end part of the self-advancing hollow grouting long anchor rod is bent by oxygen, the steel arch is clamped in a crossed manner if the steel arch is held against the hand, the steel arch and the end part of the self-advancing hollow grouting long anchor rod are welded firmly, then the two anchor rods and the steel arch are welded firmly by U-shaped steel bars, each U-shaped steel bar comprises a bent part in the middle and straight parts at two ends, the inner edge of each bent part is welded with the corresponding steel arch, and the straight parts are parallel to and connected with the self-advancing hollow grouting long anchor rods in a welding mode.
Preferably, in step S3, the thickness of the concrete arch wall formed by the secondary lining is 55cm, the thickness of the inverted arch is 65cm, the diameter of the circumferential steel bar in the steel bar structure used for the secondary lining is 25mm, and the diameter of the longitudinal steel bar is 14 mm.
Compared with the prior art, the invention has the following technical effects:
1. the invention can quickly form a shallow-buried side pressure resisting supporting system combining the half-section advanced pipe shed and the arch frame, and can play a role in time, thereby effectively preventing bias deformation and limit invasion;
2. the self-advancing hollow grouting long anchor rod is used for replacing the traditional foot locking anchor rod, and the self-advancing hollow grouting long anchor rod is provided with a drill bit and can be used as a drill rod and an anchor rod, so that the problems of weakness, easy hole collapse of broken surrounding rock, difficulty in construction and poor grouting quality are solved;
3. after the self-advancing hollow grouting long anchor rod is grouted, the self-advancing hollow grouting long anchor rod is bent by oxygen, the arch centering is mutually crossed and tightly held, and the steel arch centering and two self-advancing hollow grouting long anchor rods on two sides of the steel arch centering are firmly welded by U-shaped steel bars, so that the foot locking effect can be obviously improved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a schematic side view of a portion of an anti-bias structure formed by the anti-bias method of the present embodiment;
FIG. 2 is a schematic diagram of a tunnel cross section and a forepoling in this embodiment;
FIG. 3 is a schematic view showing the positional relationship among the self-advancing hollow anchor rod, the U-shaped steel bar and the steel arch in the present embodiment;
FIG. 4 is a schematic structural view of a U-shaped reinforcing bar in the present embodiment;
FIG. 5 is a schematic diagram illustrating a positional relationship among a tunnel cross section, an expanding-shell type prestressed hollow grouting anchor rod and a mortar anchor rod in the present embodiment;
description of reference numerals: 1. an inverted arch; 2. a reinforcing mesh; 3. a steel arch frame; 4. an arch frame locking leg; 5. a middle pipe shed; 6. a small catheter; 7. secondary lining layer; 8. a prestressed hollow grouting anchor rod; 9. and (5) a mortar anchor rod.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide an anti-bias method for surrounding locking legs of a self-advancing long anchor rod of an advanced pipe shed and an arch frame.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
As shown in fig. 1 to 5, the embodiment provides an anti-bias method for a surrounding locking leg of a self-advancing anchor rod of a pipe advance shed and an arch frame, which is used for supporting and reinforcing the upper half section of a tunnel, and mainly comprises three processes of advance supporting (S1), primary supporting (S2) and secondary lining (S3), and specifically comprises the following steps:
s1, adopting a middle pipe shed 5 to perform advance support on the side where the main pressure bearing face of the tunnel line is located, and adopting a small pipe 6 to perform advance support on the other side of the tunnel line;
s2, spraying concrete on the inner wall of the initially excavated tunnel, anchoring by using an expanding shell type prestressed hollow grouting anchor rod 8 in the range of 140 degrees of the arch part, anchoring by using a mortar anchor rod 9 at the side wall, erecting a reinforcing mesh 2 and a full-ring steel arch 3 in the tunnel, and reinforcing the steel arch 3 by using a self-advancing hollow grouting long anchor rod as an arch locking foot 4;
and S3, carrying out secondary lining on the tunnel by using the reinforced concrete structure to form a secondary lining layer 7.
When the method is implemented, a shallow-buried side pressure resisting supporting system combining the half-section advanced pipe shed and the arch frame can be quickly formed, the function is exerted in time, and bias deformation and limit invasion are effectively prevented.
Specifically, in step S1 of this embodiment, the diameter of the steel pipe used by the middle pipe shed 5 is 76mm, the length is 9.0m, the overlapping length of two longitudinally adjacent middle pipe sheds 5 is 3.0m, the number of each ring of the middle pipe sheds 5 is 20, and the circumferential distance is 0.5 m; the diameter of each small conduit 6 is 42mm, the length of each small conduit is 4.0m, the distance between every two adjacent small conduits 6 in the longitudinal direction is 3.6m, the number of each ring of the small conduits 6 is 20, and the circumferential distance is 0.5 m.
In step S2 of the present example, the sprayed concrete was C25 concrete, the arch spray thickness was 29cm, and the inverted arch 1 spray thickness was 29 cm.
In step S2 of this embodiment, the hollow grouting anchor is an expanding-shell type prestressed hollow grouting anchor 8 with a diameter of 25mm, the mortar anchor 9 is a mortar anchor 9 with a diameter of 22mm, and both the hollow grouting anchor and the mortar anchor 9 have a length of 4.0m and a longitudinal circumferential spacing of 1.0 × 1.0 m.
In step S2 of this embodiment, the mesh reinforcement 2 is a mesh structure formed by welding steel bars having a diameter of 8mm, and the mesh size is 20 × 20 cm.
In step S2 of this embodiment, the steel arches 3 are I18 type steel frames, and the distance between two adjacent steel arches 3 is 0.6 m.
In step S2 of the present embodiment, the arch lockstitch 4 has a diameter of 25mm and a length of 8.0 m. The long stock of 8m long self-advancing cavity slip casting is used to this embodiment to replace traditional lock foot stock, and the long stock of self-advancing cavity slip casting is from taking the drill bit, can work as the drilling rod again can work as the stock, has overcome weak, broken country rock easy hole collapse, the construction difficulty, the poor problem of slip casting quality.
In this embodiment, the specific construction process of the arch frame locking leg 4 is as follows:
A. determining the position and the driving angle of the self-propelled hollow grouting long anchor rod;
B. after the drilling machine is positioned, connecting the special drill bit with the first anchor rod and connecting the air-water pipe of the drilling machine;
C. drilling a first section of anchor rod, stopping the drilling machine, connecting a sleeve and a second section of anchor rod at the end part of the first section of anchor rod, drilling a second section of anchor rod until the drilling is finished, and installing a drill bit, each section of anchor rod, a connecting sleeve and a grout stop plug in place at one time to form an anchor rod body;
D. locking the fiber clamping device, reversing the drilling machine, detaching the last anchor rod from the connecting sleeve, removing the drilling machine, and continuously drilling the self-entering hollow grouting long anchor rod at the other position;
E. after the self-propelled hollow grouting long anchor rod is installed, connecting a grouting joint at the tail part of the self-propelled hollow grouting long anchor rod, connecting grouting equipment through the grouting joint, and grouting after slurry is prepared;
F. the end part of the self-propelled hollow grouting long anchor rod is bent by oxygen, the steel arch 3 is held by hands in a crossed manner, the steel arch 3 and the end part of the self-propelled hollow grouting long anchor rod are welded firmly, then the two anchor rods and the steel arch are welded firmly by U-shaped steel bars, each U-shaped steel bar comprises a bent part in the middle and straight parts at two ends, the inner edge of the bent part is welded with the steel arch 3, and the straight parts are parallel to and connected with the self-propelled hollow grouting long anchor rod in a welding manner.
After the self-advancing hollow grouting long anchor rods are well grouted, the arc frames are baked by oxygen and are mutually crossed and tightly held, the steel arc frame 3 and the two self-advancing hollow grouting long anchor rods on the two sides of the steel arc frame are firmly welded by U-shaped steel bars, and the foot locking effect can be obviously improved.
The secondary lining is a common technique in the field, in step S3 of this embodiment, the thickness of the concrete arch wall formed by the secondary lining is 55cm, the thickness of the inverted arch 1 is 65cm, the diameter of the circumferential steel bar in the steel bar structure used for the secondary lining is 25mm, and the diameter of the longitudinal steel bar is 14mm, and those skilled in the art can select specific parameters as needed.
The principle and the implementation mode of the present invention are explained by applying specific examples in the present specification, and the above descriptions of the examples are only used to help understanding the method and the core idea of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (10)
1. The utility model provides an advance pipe shed and bow member enclose anti biasing method of locking foot from advancing long stock for support reinforcement to tunnel upper half section, its characterized in that includes the following steps:
s1, adopting a middle pipe shed to perform advance support on the side where the main pressure bearing face of the tunnel line is located, and adopting a small pipe to perform advance support on the other side of the tunnel line;
s2, spraying concrete on the inner wall of the initially excavated tunnel, anchoring by using an expanding shell type prestressed hollow grouting anchor rod within 140 degrees of the arch part, anchoring by using a mortar anchor rod at the side wall, erecting a reinforcing mesh and a full-ring steel arch in the tunnel, and reinforcing the steel arch by using a self-advancing hollow grouting long anchor rod as an arch locking foot;
and S3, performing secondary lining on the tunnel by using the reinforced concrete structure.
2. A leading pipe shed and arch frame self-advancing long anchor rod encircling locking foot anti-bias voltage method as claimed in claim 1, wherein in step S1, the diameter of the steel pipe used for the middle pipe shed is 76mm, the length is 9.0m, the overlapping length of two longitudinally adjacent middle pipe sheds is 3.0m, the number of the middle pipe sheds per ring is 20, and the circumferential distance is 0.5 m.
3. A lead pipe canopy and arch centering self-advancing long anchor rod embracing locking foot anti-bias method as in claim 1, wherein in step S1, the diameter of the small guide pipe is 42mm, the length is 4.0m, the distance between two longitudinally adjacent small guide pipes is 3.6m, the number of the small guide pipes per ring is 20, and the circumferential distance is 0.5 m.
4. The advancing pipe shed and arch self-advancing long anchor rod embracing locking foot anti-bias method of claim 1, wherein in step S2, the sprayed concrete is C25 concrete, the arch spray thickness is 29cm, and the inverted arch spray thickness is 29 cm.
5. The advancing pipe shed and arch frame self-advancing long anchor rod encircling locking foot anti-bias voltage method as claimed in claim 1, wherein in step S2, the hollow grouting anchor rod is an expanding shell type prestressed hollow grouting anchor rod with a diameter of 25mm, the mortar anchor rod is a mortar anchor rod with a diameter of 22mm, and the hollow grouting anchor rod and the mortar anchor rod are both 4.0m long and 1.0 x 1.0m in longitudinal and circumferential spacing.
6. A method for resisting bias voltage of surrounding locking feet of self-advancing long anchor rod of a pipe advance canopy and an arch according to claim 1, wherein in step S2, the steel bar mesh is a mesh structure welded by steel bars with a diameter of 8mm, and the mesh size is 20 x 20 cm.
7. The pipe advancing shed and arch self-advancing long anchor rod embracing locking foot anti-bias pressure method as claimed in claim 1, wherein in step S2, the steel arches are I18 steel frames, and the distance between two adjacent steel arches is 0.6 m.
8. The lead pipe canopy and arch self-advancing long anchor embracing locking leg anti-bias method of claim 1, wherein in step S2, the diameter of the arch locking leg is 25mm, and the length is 8.0 m.
9. The advancing pipe shed and arch self-advancing long anchor rod embracing locking leg anti-bias method according to claim 1, wherein the construction process of the arch locking leg is as follows:
A. determining the position and the driving angle of the self-propelled hollow grouting long anchor rod;
B. after the drilling machine is positioned, connecting the special drill bit with the first anchor rod and connecting the air-water pipe of the drilling machine;
C. drilling a first section of anchor rod, stopping the drilling machine, connecting a sleeve and a second section of anchor rod at the end part of the first section of anchor rod, drilling a second section of anchor rod until the drilling is finished, and installing a drill bit, each section of anchor rod, a connecting sleeve and a grout stop plug in place at one time to form an anchor rod body;
D. locking the fiber clamping device, reversing the drilling machine, detaching the last anchor rod from the connecting sleeve, removing the drilling machine, and continuously drilling the self-entering hollow grouting long anchor rod at the other position;
E. after the self-propelled hollow grouting long anchor rod is installed, connecting a grouting joint at the tail part of the self-propelled hollow grouting long anchor rod, connecting grouting equipment through the grouting joint, and grouting after slurry is prepared;
F. the end part of the self-advancing hollow grouting long anchor rod is bent by oxygen, the steel arch is clamped in a crossed manner if the steel arch is held against the hand, the steel arch and the end part of the self-advancing hollow grouting long anchor rod are welded firmly, then the two anchor rods and the steel arch are welded firmly by U-shaped steel bars, each U-shaped steel bar comprises a bent part in the middle and straight parts at two ends, the inner edge of each bent part is welded with the corresponding steel arch, and the straight parts are parallel to and connected with the self-advancing hollow grouting long anchor rods in a welding mode.
10. A lead-tube shed and arch frame self-advancing long anchor rod embracing locking foot anti-bias pressure method as claimed in claim 1, wherein in step S3, the thickness of the concrete arch wall formed by the secondary lining is 55cm, the thickness of the inverted arch is 65cm, the diameter of the circumferential steel bar in the steel bar structure used for the secondary lining is 25mm, and the diameter of the longitudinal steel bar is 14 mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010646104.5A CN111734435B (en) | 2020-07-07 | 2020-07-07 | Anti-bias method for surrounding locking leg of self-advancing long anchor rod of advanced pipe shed and arch frame |
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| CN202010646104.5A CN111734435B (en) | 2020-07-07 | 2020-07-07 | Anti-bias method for surrounding locking leg of self-advancing long anchor rod of advanced pipe shed and arch frame |
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| CN111734435B (en) | 2023-01-17 |
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