CN111636902A - TF type pile and method for preventing and treating large bias voltage and large deformation of tunnel slope based on TF type pile - Google Patents
TF type pile and method for preventing and treating large bias voltage and large deformation of tunnel slope based on TF type pile Download PDFInfo
- Publication number
- CN111636902A CN111636902A CN202010480792.2A CN202010480792A CN111636902A CN 111636902 A CN111636902 A CN 111636902A CN 202010480792 A CN202010480792 A CN 202010480792A CN 111636902 A CN111636902 A CN 111636902A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- pile
- side slope
- transverse
- slope
- 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
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- 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
-
- 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
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention provides a TF (TransFlash) type pile and a method for preventing and treating large bias voltage and large deformation of a tunnel slope based on the TF type pile, and relates to the technical field of tunnel construction. A TF-type pile comprises a vertical pile, two first transverse piles and a second transverse pile, wherein the two first transverse piles are arranged on one side of the vertical pile; the second transverse pile is arranged on the first transverse pile. Adopt this TF type stake, can carry out better support to the tunnel. The invention also provides a method for preventing and treating large bias voltage and large deformation of the tunnel side slope based on the TF-type piles, wherein the side slope is divided into a fifth-stage side slope, a fourth-stage side slope, a third-stage side slope, a second-stage side slope and a first-stage side slope, and frame beams are arranged on the side slope; arranging TF type piles on the side slope and the tunnel; and arranging anchor rod frame beams for reinforcing frame beams of the fifth-level side slope and the fourth-level side slope, and arranging anchor cable frame beams for reinforcing frame beams of the third-level side slope. By adopting the invention, the large deformation of the tunnel outlet caused by large bias voltage can be prevented, and the safety risk in the tunnel construction period and the high-speed rail operation period is effectively eliminated.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a TF-type pile and a method for preventing and treating large bias voltage and large deformation of a tunnel slope based on the TF-type pile.
Background
The mountainous area is complex in terrain and landform, fragile in ecological environment and sensitive to human development activities, so that the construction of the high-speed railway tunnel in the mountainous area damages the environment more and more seriously, and one of the prominent problems is the problem of large bias and large deformation of a herringbone large and steep side slope at the tunnel opening. The large bias, also called large eccentric compression, is a tensile failure, and the failure characteristic of the large bias is that the tensile steel bar yields firstly, then the compression steel bar can also yield, and finally the member failure caused by concrete crushing in the compression area belongs to plastic failure, so the failure is also called tensile failure.
The tunnel portal of a high-speed railway is often located in large-bias terrain and weak and broken areas. Construction reveals that the lithology of the stratum is generally black, gray black sandy shale, local carbon-containing shale, flaky, seriously weathered, seriously crushed rock mass is extruded and is in a lamellar shape, joint cracks are densely developed, the lithology is softer, the water permeability of the stratum is strong, the stratum is softened into a mud shape when meeting water, and the self-stability capability of the palm surface is poorer.
If a large bias voltage occurs on one side of the tunnel, the side can be seriously deformed after a period of time, and the initial support cracks along with certain displacement, the arch center of the tunnel is deformed, the structure of the tunnel is seriously influenced, even the tunnel is directly damaged, and casualties and property loss are caused.
Disclosure of Invention
The invention aims to provide a TF-type pile which can better support a tunnel.
The invention also aims to provide a method for preventing and treating large bias pressure and large deformation of a tunnel side slope based on the TF-type piles, which can prevent large deformation of a tunnel outlet caused by the large bias pressure and effectively eliminate safety risks in the tunnel construction period and the high-speed rail operation period.
The embodiment of the invention is realized by the following steps:
in a first aspect, an embodiment of the present application provides a TF-type pile, including a vertical pile, two first transverse piles and a second transverse pile, where one end of any one of the first transverse piles is fixed to the same side of the vertical pile, the two first transverse piles are arranged in parallel, and the first transverse pile is perpendicular to the vertical pile; the second transverse pile is vertically arranged at one first transverse pile close to the bottom of the vertical pile, the second transverse pile is arranged at one end, far away from the vertical pile, of the first transverse pile, and the axial direction of the second transverse pile is perpendicular to the axial direction of the vertical pile.
In a second aspect, the embodiment of the application provides a method for preventing and treating large bias voltage and large deformation of a tunnel side slope based on TF-shaped piles, wherein a side slope above a tunnel outlet is sequentially divided into a fifth-stage side slope, a fourth-stage side slope, a third-stage side slope, a second-stage side slope and a first-stage side slope from top to bottom, and each stage of side slope is reinforced by a frame beam; a plurality of TF-type piles are arranged in the side slopes on two sides of the tunnel and around the tunnel, and the tunnel is arranged between two first transverse piles of any TF-type pile around the tunnel; and anchor rod frame beams are arranged in the middle of the frame beam of the fifth-level side slope and the middle of the frame beam of the fourth-level side slope for reinforcement, and anchor cable frame beams are arranged in the middle of the frame beam of the third-level side slope for reinforcement. The large deformation of the tunnel outlet caused by large bias voltage can be prevented, and the safety risks in the tunnel construction period and the high-speed rail operation period are effectively eliminated.
Further, in some embodiments of the invention, a slant well is provided on the side of the slope near the exit of the tunnel, the slant well being in communication with the tunnel.
Further, in some embodiments of the invention, construction is performed from a slant well into a tunnel, a plurality of arches are arranged in the tunnel, each arch is provided with two groups of first anchor cables, and the first anchor cables are arranged on one side of the tunnel with large bias.
Further, in some embodiments of the present invention, the number of each group of the first anchor cables is two, and a pre-stress of 3 to 5 tons is added to any one group of the first anchor cables.
Further, in some embodiments of the present invention, the pile well further includes a pile well for fixing the vertical pile, when the pile well is constructed, a locking notch and a retaining wall are provided for the soil layer and the rock layer, the locking notch and the retaining wall are both poured by using C20 reinforced concrete, and the vertical pile is poured by using C35 reinforced concrete.
Further, in some embodiments of the present invention, the number of the TF-type piles disposed on one side of the tunnel with large bias voltage is greater than the number of the TF-type piles disposed on the other side of the tunnel.
Further, in some embodiments of the present invention, the anchor rod frame beam includes a first frame beam and anchor rods, the first frame beam is embedded in the slope surface by manual grooving, and the anchor rods are disposed on the nodes of the first frame beam.
Further, in some embodiments of the present invention, the anchor is made of a twisted steel bar, and the surface of the anchor is sealed by brushing epoxy resin paint.
Further, in some embodiments of the present invention, the anchor cable frame beams include second frame beams and second anchor cables, the second frame beams are cast by using C35 reinforced concrete, and second anchor cables are disposed at nodes of the second frame beams.
Compared with the prior art, the embodiment of the invention at least has the following advantages or beneficial effects:
the embodiment of the invention provides a TF-type pile, which comprises a vertical pile, two first transverse piles and a second transverse pile, wherein one end of any one first transverse pile is fixed on the same side of the vertical pile, the two first transverse piles are arranged in parallel, and the first transverse pile is perpendicular to the vertical pile; the second transverse pile is vertically arranged at one first transverse pile close to the bottom of the vertical pile, the second transverse pile is arranged at one end, far away from the vertical pile, of the first transverse pile, and the axial direction of the second transverse pile is perpendicular to the axial direction of the vertical pile. The vertical piles are installed on the side face of the tunnel, two first transverse piles are arranged on the upper portion of the tunnel, one first transverse pile is arranged on the lower portion of the tunnel, the second transverse pile is arranged on the lower portion of the tunnel, the tunnel is supported up and down, and a better supporting effect can be achieved for the tunnel.
The embodiment of the invention also provides a method for preventing and treating large bias voltage and large deformation of the tunnel side slope based on the TF-type piles, wherein the side slope above the tunnel outlet is sequentially divided into a fifth-stage side slope, a fourth-stage side slope, a third-stage side slope, a second-stage side slope and a first-stage side slope from top to bottom, and each stage of side slope is reinforced by frame beams; a plurality of TF-type piles are arranged in the side slopes on two sides of the tunnel and around the tunnel, and the tunnel is arranged between two first transverse piles of any TF-type pile around the tunnel; and anchor rod frame beams are arranged in the middle of the frame beam of the fifth-level side slope and the middle of the frame beam of the fourth-level side slope for reinforcement, and anchor cable frame beams are arranged in the middle of the frame beam of the third-level side slope for reinforcement.
The TF-type pile improves and strengthens the stress characteristic of a traditional single vertical pile, enhances the anti-slip capability, prevents the tunnel from creeping under large bias voltage, prevents the large deformation of a tunnel outlet caused by the large bias voltage, and effectively eliminates the safety risk of a tunnel construction period and a high-speed rail operation period.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
Fig. 1 is a schematic view of a slope structure at a tunnel exit according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a TF-type pile;
fig. 3 is a sectional view of the TF-type pile after being installed in a tunnel;
FIG. 4 is a schematic structural view of the anchor rod frame beam reinforced by the frame beam;
FIG. 5 is a schematic structural view of the anchor cable frame beam reinforced by the frame beam;
FIG. 6 is a partial cross-sectional view of a slant well and a tunnel;
FIG. 7 is a partial cross-sectional view of the tunnel with a first anchor line position;
fig. 8 is a cross-sectional view of the arch in connected relation with a first anchor cable.
Icon: 1-fifth level slope; 2-fourth grade side slope; 3-third level slope; 4-second level slope; 5-first level slope; 6-tunnel exit; 7-a tunnel; 8-anchor rod; 9-a first frame beam; 10-inclined shaft; 11-an arch frame; 12-a first anchor cable; 13-vertical piles; 14-first transverse pile; 15-second transverse pile; 16-a second anchor cable; 17-second frame beam.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, 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 some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without any inventive step, are within the scope of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the embodiments of the present invention, it should be noted that, if the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings or the orientations or positional relationships that the products of the present invention are usually placed in when used, the orientations or positional relationships are only used for convenience of describing the present invention and simplifying the description, but the terms do not indicate or imply that the devices or elements indicated must have specific orientations, be constructed in specific orientations, and operate, and therefore, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance.
Furthermore, the terms "horizontal", "vertical", "overhang" and the like do not require that the components be absolutely horizontal or overhang, but may be slightly inclined. For example, "horizontal" merely means that the direction is more horizontal than "vertical" and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.
In the description of the embodiments of the present invention, "a plurality" represents at least 2.
In the description of the embodiments of the present invention, it should be further noted that unless otherwise explicitly stated or limited, the terms "disposed," "mounted," "connected," and "connected" should be interpreted broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
Examples
Referring to fig. 2 and 3, the present embodiment provides a TF-type pile, including a vertical pile 13, two first transverse piles 14 and a second transverse pile 15, wherein one end of any first transverse pile 14 is fixed on the same side of the vertical pile 13, the two first transverse piles 14 are arranged in parallel, and the first transverse pile 14 is perpendicular to the vertical pile 13; the second transverse pile 15 is vertically arranged at one first transverse pile 14 close to the bottom of the vertical pile 13, the second transverse pile 15 is arranged at one end, far away from the vertical pile 13, of the first transverse pile 14, and the axial direction of the second transverse pile 15 is vertical to the axial direction of the vertical pile 13.
The vertical piles 13 are arranged on two sides of the tunnel 7, are equivalent to the function of the slide-resistant piles, and prevent the soft surrounding rocks on two sides of the tunnel 7 from sliding off; one end of any one first transverse pile 14 is fixed on the same side of the vertical pile 13, the two first transverse piles 14 are arranged in parallel, and the first transverse piles 14 are perpendicular to the vertical pile 13; second transverse pile 15 is located perpendicularly and is close to a first transverse pile 14 of erector pile 13 bottom, and second transverse pile 15 is located first transverse pile 14 and is kept away from the one end of erector pile 13, and second transverse pile 15 axial is perpendicular with erector pile 13 axial, so, supports tunnel 7 top and the ground of below, reduces the influence of big bias voltage to tunnel 7.
Referring to fig. 1 to 5, the present embodiment further provides a method for preventing large bias voltage and large deformation of a tunnel side slope based on TF-type piles, the side slope above a tunnel exit 6 is sequentially divided into a fifth-stage side slope 1, a fourth-stage side slope 2, a third-stage side slope 3, a second-stage side slope 4 and a first-stage side slope 5 from top to bottom, and each stage of side slope is reinforced by frame beams; a plurality of TF-type piles are arranged in the side slopes on two sides of the tunnel 7 and around the tunnel 7, and the tunnel 7 is arranged between two first transverse piles 14 of any TF-type pile around the tunnel 7; and anchor rod frame beams are arranged in the middle of the frame beam of the fifth-stage side slope 1 and the middle of the frame beam of the fourth-stage side slope 2 for reinforcement, and anchor cable frame beams are arranged in the middle of the frame beam of the third-stage side slope 3 for reinforcement.
All set up the frame roof beam to each grade side slope and consolidate, set up stock frame roof beam in the middle of the frame roof beam to fifth grade side slope 1 and fourth level side slope 2 and consolidate, set up anchor rope frame roof beam in the middle of the frame roof beam to third level side slope 3 and consolidate, earth landslide on the side slope has been prevented, the stability problem of the big steep side slope of herringbone has been solved, TF type stake is improved and is strengthened the atress characteristic that the tradition adopted simple vertical pile, the ability of anti-skidding has been strengthened, tunnel 7 has been prevented to creep under big bias voltage, so prevent that big bias voltage from causing tunnel outlet 6's big deformation, the safety risk of tunnel 7 construction period and high-speed railway operation period has effectively been eliminated.
As shown in fig. 6, in some embodiments of the invention, a slant well 10 is provided on the side of the slope adjacent to the tunnel exit 6, the slant well 10 being in communication with the tunnel 7. By arranging the inclined shaft 10, the construction can be continued to the tunnel 7 through the inclined shaft 10, and the construction can be carried out on the soft surrounding rock bias section in the direction of the tunnel outlet 6, so that the problem of short construction period is solved, the influence of the regulation of the side slope at the tunnel outlet 6 on the construction period is reduced, the construction period is shortened, and the comprehensive cost of manpower, mechanical labor and the like is saved. Optionally, the inclined shaft 10 of the embodiment has an angle of 53 °, a longitudinal slope of 10% and a clearance section of 5.6m × 6 m.
As shown in fig. 6-8, in some embodiments of the invention, when working from the slant well 10 into the tunnel 7, a plurality of arches 11 are provided in the tunnel 7, each arch 11 is provided with two sets of first anchor lines 12, and the first anchor lines 12 are provided on the side of the tunnel 7 with large bias. According to the invention, the arch center 11 is arranged to support the inside of the tunnel 7, so that the stability of the tunnel face of the tunnel 7 is enhanced; due to the action of large bias voltage, the tunnel 7 on one side of the large bias voltage receives large pressure, two groups of first anchor cables 12 are arranged through each arch 11, the first anchor cables 12 are arranged on one side of the large bias voltage of the tunnel 7, the first anchor cables 12 apply pulling force opposite to the pressure generated by the large bias voltage to the arch 11 on one side of the large bias voltage, the tunnel 7 is prevented from creeping under the large bias voltage, and therefore large deformation of the tunnel outlet 6 caused by the large bias voltage is prevented. And when the primary support is carried out in the hole, the first anchor cable 12 and the arch center 11 are reversely locked at one side with large bias voltage, so that the prevention and control capability is enhanced, and the safety of the primary support and the secondary lining structure is protected.
As shown in fig. 7 and 8, in some embodiments of the present invention, the number of the first anchor cables 12 in each group is two, and a pre-stress of 3-5 tons is applied to any one group of the first anchor cables 12. Optionally, the length of the first anchor cable 12 in this embodiment is 20m, one end of each of the two first anchor cables 12 embraces the arch 11, and then after concrete grout is injected, a prestress of 3 to 5 tons is applied, and the first anchor cables 12 on both sides of the arch 11 are locked by 3 clips. This increases the stability between the first anchor line 12 and the arch 11. In order to ensure safety, after the first anchor cable 12 is installed, the primary support forms a ring in time, and the distance between the two liners and the tunnel face is not more than 30 m.
Alternatively, the primary support of the embodiment adopts sprayed concrete, steel bar mesh, anchor rod frames and full-ring arch frames. Wherein the sprayed concrete is C25 concrete, and the arch part is 28cm thick and the inverted arch is 28cm thick; the arch part of the anchor rod frame is adopted within 140 degrees
The combined hollow grouting anchor rod is adopted by side walls
The length of the mortar anchor rod is 4.0m, the longitudinal and circumferential spacing is 1.2 × 1.0.0 m, and the reinforcing mesh is adopted
The steel grid has a grid interval of 20 × 20cm, the full-ring arch frame adopts I22b steel frame with a spacing of 0.8m, and the locking feet of the full-ring arch frame adopt
A lock pin anchor pipe with the length of 4.5 m. The secondary lining adopts a reinforced concrete structure, mainly adopts C30 reinforced concrete, the thickness of an arch wall is 50cm, the thickness of an inverted arch is 60cm, and the distance between circumferential reinforcing steel bars
Longitudinal reinforcement spacing
In some embodiments of the present invention, the above-mentioned pile well further comprises a pile well for fixing the vertical pile 13, when the pile well is constructed, a locking notch and a retaining wall are arranged on the soil layer and the rock stratum, the locking notch and the retaining wall are both poured by using C20 reinforced concrete, and the vertical pile 13 is poured by using C35 reinforced concrete. The invention applies pressure to the wall of the dug pile well by arranging the locking notch and the retaining wall to fix the wall, thereby ensuring the shape of the pile well to be unchanged, increasing the stability of the pile well and preventing the pile well from collapsing. Optionally, the pile well of this embodiment is excavated with two vertical piles 13 spaced apart, and the first horizontal pile 14 has a clearance of 1.2m × 1.8m and is provided with a certain reinforcing steel bar.
In some embodiments of the present invention, the number of TF-type stakes on the large bias side of the tunnel 7 is greater than the number of TF-type stakes on the other side of the tunnel 7. Optionally, the pile spacing of the TF-type piles on the large bias side of the embodiment is 7m, the pile length is 29m, the pile cross sections are all 3 × 2m, and the distance from the side edge of the pile close to the tunnel 7 to the line center of the tunnel 7 is 11-19.89 m. The pile spacing of the TF-type piles on the other side is 6m, the pile length is 21m, the pile sections are 2.25 multiplied by 1.5m, and the distance from the side edge of the pile close to the tunnel 7 to the center of the tunnel 7 line is 6.375 m.
As shown in fig. 4, in some embodiments of the present invention, the anchor frame beam includes a first frame beam 9 and anchors 8, the first frame beam 9 is embedded in a slope surface by artificial digging, and the anchors 8 are provided on the nodes of the first frame beam 9. The anchor rods 8 are arranged on the nodes of the first frame beam 9, so that the herringbone large and steep side slope is more stable.
In some embodiments of the present invention, as shown in fig. 4, the anchor rod 8 is made of twisted steel, and the surface of the anchor rod 8 is sealed by applying epoxy paint. The epoxy resin coating is a coating taking epoxy resin as a main film forming substance. The curing agent has various types and characteristics, and is classified into self-drying single-component, double-component and multi-component liquid epoxy coatings in a curing mode; baking-type single-component and double-component liquid epoxy coating; powder epoxy coatings and radiation curable epoxy coatings. Solvent-based epoxy coatings, solventless epoxy coatings and water-based epoxy coatings are classified in the coating state. The epoxy resin contains polar groups such as hydroxyl, ether bond and the like, so that the resin has strong acting force with adjacent interface molecules, and some of the resin can also form chemical bonds, so that the adhesive force of the resin is strong. The cured epoxy resin contains stable benzene rings, and generally has good acid resistance, alkali resistance and organic solvent resistance. Prevent the corrosion of the twisted steel in long-term use. Optionally, the twisted steel of the present embodiment is adopted
The length of the twisted steel is 12M, the included angle between the anchor hole for installing the anchor rod 8 and the horizontal downward inclination angle is 20 degrees, the diameter of the anchor hole is 130mm, dry drilling is adopted, M35 cement mortar is poured into the anchor hole, and the grouting pressure is not less than 0.4 MPa.
As shown in fig. 5, in some embodiments of the present invention, the anchor cable frame beams include a second frame beam 17 and a second anchor cable 16, the second frame beam 17 is cast with C35 reinforced concrete, and the second anchor cable 16 is disposed at the node of the second frame beam 17. According to the invention, the nodes of the second frame beams 17 are respectively provided with the second anchor cables 16, so that the herringbone large and steep side slope is more stable. OptionallyIn the present embodiment, a total of 165 second anchor cables 16 are arranged, and 4 high-strength and low-slack second anchor cables 16 are adopted
The steel strand manufacturing is carried out, the diameter of an anchor rope hole of the second anchor rope 16 is 115mm, the downward inclination angle between the anchor rope hole and the horizontal direction is 18 degrees, the length of the second anchor rope 16 is composed of an anchoring section, a free section and a tensioning section, the length of the anchoring section is 10M, the length of the tensioning section is 1.5M, M35 cement mortar is selected as a grouting material of the second anchor rope 16, and the grouting pressure is not less than 0.6-0.8 MPa.
To sum up, the embodiment of the present invention provides a TF-type pile, which includes a vertical pile 13, two first horizontal piles 14 and a second horizontal pile 15, wherein one end of any first horizontal pile 14 is fixed on the same side of the vertical pile 13, the two first horizontal piles 14 are arranged in parallel, and the first horizontal pile 14 is perpendicular to the vertical pile 13; the second transverse pile 15 is vertically arranged at one first transverse pile 14 close to the bottom of the vertical pile 13, the second transverse pile 15 is arranged at one end, far away from the vertical pile 13, of the first transverse pile 14, and the axial direction of the second transverse pile 15 is vertical to the axial direction of the vertical pile 13.
The vertical piles 13 are arranged on two sides of the tunnel 7, are equivalent to the function of the slide-resistant piles, and prevent the soft surrounding rocks on two sides of the tunnel 7 from sliding off; one end of any one first transverse pile 14 is fixed on the same side of the vertical pile 13, the two first transverse piles 14 are arranged in parallel, and the first transverse piles 14 are perpendicular to the vertical pile 13; second transverse pile 15 is located perpendicularly and is close to a first transverse pile 14 of soldier pile 13 bottom, and second transverse pile 15 axial is perpendicular with soldier pile 13 axial, so, supports tunnel 7 top and the ground of below, reduces the influence of big bias voltage to tunnel 7.
The embodiment of the invention also provides a method for preventing and treating large bias voltage and large deformation of the tunnel side slope based on the TF-type piles, the side slope above the tunnel outlet 6 is sequentially divided into a fifth-stage side slope 1, a fourth-stage side slope 2, a third-stage side slope 3, a second-stage side slope 4 and a first-stage side slope 5 from top to bottom, and each stage of side slope is provided with frame beams for reinforcement; a plurality of TF-type piles are arranged in the side slopes on two sides of the tunnel 7 and around the tunnel 7, and the tunnel 7 is arranged between two first transverse piles 14 of any TF-type pile around the tunnel 7; and anchor rod frame beams are arranged in the middle of the frame beam of the fifth-stage side slope 1 and the middle of the frame beam of the fourth-stage side slope 2 for reinforcement, and anchor cable frame beams are arranged in the middle of the frame beam of the third-stage side slope 3 for reinforcement.
All set up the frame roof beam to each grade side slope and consolidate, set up stock frame roof beam in the middle of the frame roof beam to fifth grade side slope 1 and fourth level side slope 2 and consolidate, set up anchor rope frame roof beam in the middle of the frame roof beam to third level side slope 3 and consolidate, earth landslide on the side slope has been prevented, the stability problem of the big steep side slope of herringbone has been solved, TF type stake is improved and is strengthened the atress characteristic that the tradition adopted simple vertical pile, the ability of anti-skidding has been strengthened, tunnel 7 has been prevented to creep under big bias voltage, so prevent that big bias voltage from causing tunnel outlet 6's big deformation, the safety risk of tunnel 7 construction period and high-speed railway operation period has effectively been eliminated.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes will occur to those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A TF type pile is characterized in that: the pile comprises a vertical pile, two first transverse piles and a second transverse pile, wherein one end of any one first transverse pile is fixed on the same side of the vertical pile, the two first transverse piles are arranged in parallel, and the first transverse piles are perpendicular to the vertical pile; the second transverse pile is vertically arranged at a position close to a first transverse pile at the bottom of the vertical pile, the second transverse pile is arranged at a position far away from one end of the vertical pile, and the second transverse pile is axially vertical to the vertical pile.
2. A method for preventing and treating large bias voltage and large deformation of a tunnel slope based on TF type piles as claimed in claim 1 is characterized in that:
dividing the side slope above the tunnel outlet into a fifth-stage side slope, a fourth-stage side slope, a third-stage side slope, a second-stage side slope and a first-stage side slope from top to bottom in sequence, and arranging frame beams for reinforcing each stage of side slope;
arranging a plurality of TF-shaped piles in the side slopes on two sides of the tunnel and around the tunnel, wherein the tunnel is arranged between two first transverse piles of any TF-shaped pile around the tunnel;
and arranging anchor rod frame beams in the middle of the frame beams of the fifth-level side slope and the frame beams of the fourth-level side slope for reinforcement, and arranging anchor cable frame beams in the middle of the frame beams of the third-level side slope for reinforcement.
3. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 2, wherein: and arranging an inclined shaft on one side of the slope close to the tunnel outlet, wherein the inclined shaft is communicated with the tunnel.
4. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 3, wherein: and constructing from the inclined shaft into the tunnel, arranging a plurality of arches in the tunnel, arranging two groups of first anchor cables on each arch, and arranging the first anchor cables on one side of the large bias of the tunnel.
5. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 4, wherein: the number of the first anchor cables in each group is two, and prestress of 3-5 tons is added to any one group of the first anchor cables.
6. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 2, wherein: the vertical pile is characterized by further comprising a pile well used for fixing the vertical pile, during construction of the pile well, locking notches and retaining walls are arranged on soil layers and rock strata, the locking notches and the retaining walls are all poured by C20 reinforced concrete, and the vertical pile is poured by C35 reinforced concrete.
7. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 2, wherein: the quantity of the TF-shaped piles arranged on one side of the tunnel with large bias voltage is larger than that of the TF-shaped piles arranged on the other side of the tunnel.
8. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 2, wherein: the anchor rod frame beam comprises a first frame beam and an anchor rod, wherein the first frame beam is embedded into the slope surface through manual grooving, and the anchor rod is arranged on the node of the first frame beam.
9. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 8, wherein: the anchor rod is made of threaded steel bars, and the surface of the anchor rod is sealed by brushing epoxy resin coating.
10. The method for preventing and treating large bias pressure and large deformation of tunnel slope based on TF type piles according to claim 2, wherein: the anchor cable frame beam comprises a second frame beam and a second anchor cable, the second frame beam is poured by C35 reinforced concrete, and the second anchor cable is arranged at the node of the second frame beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010480792.2A CN111636902B (en) | 2020-05-30 | 2020-05-30 | Method for preventing and treating large bias voltage and large deformation of tunnel slope by TF type piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010480792.2A CN111636902B (en) | 2020-05-30 | 2020-05-30 | Method for preventing and treating large bias voltage and large deformation of tunnel slope by TF type piles |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111636902A true CN111636902A (en) | 2020-09-08 |
| CN111636902B CN111636902B (en) | 2023-02-28 |
Family
ID=72327891
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010480792.2A Active CN111636902B (en) | 2020-05-30 | 2020-05-30 | Method for preventing and treating large bias voltage and large deformation of tunnel slope by TF type piles |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111636902B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203782684U (en) * | 2014-04-09 | 2014-08-20 | 中冶集团武汉勘察研究院有限公司 | Anti-skid pile provided with crossbeam |
| CN104018405A (en) * | 2014-06-04 | 2014-09-03 | 北京工业大学 | Pile-anchor-frame composite double-layer roadbed structure |
| CN106223989A (en) * | 2016-08-10 | 2016-12-14 | 兰州理工大学 | Unsymmetrial loading tunnel hole excavation safeguard structure and construction method |
| CN206607595U (en) * | 2017-04-05 | 2017-11-03 | 江苏省太湖水利规划设计研究院有限公司 | A kind of T-shaped pattern foundation pit supporting structure |
| CN109356173A (en) * | 2018-10-22 | 2019-02-19 | 中铁二院工程集团有限责任公司 | A kind of pin-connected panel anchor bolt frame girder construction and its construction method |
| CN109811773A (en) * | 2019-03-01 | 2019-05-28 | 中铁十九局集团第五工程有限公司 | A kind of unsymmetrial loading tunnel hole excavate safeguard structure and its construction method |
| CN209508986U (en) * | 2018-12-20 | 2019-10-18 | 河南水利与环境职业学院 | A kind of building underground engineering slope retaining ruggedized construction |
| CN209907400U (en) * | 2019-03-01 | 2020-01-07 | 中铁十九局集团第五工程有限公司 | Bias tunnel entrance to a cave excavation protective structure |
-
2020
- 2020-05-30 CN CN202010480792.2A patent/CN111636902B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203782684U (en) * | 2014-04-09 | 2014-08-20 | 中冶集团武汉勘察研究院有限公司 | Anti-skid pile provided with crossbeam |
| CN104018405A (en) * | 2014-06-04 | 2014-09-03 | 北京工业大学 | Pile-anchor-frame composite double-layer roadbed structure |
| CN106223989A (en) * | 2016-08-10 | 2016-12-14 | 兰州理工大学 | Unsymmetrial loading tunnel hole excavation safeguard structure and construction method |
| CN206607595U (en) * | 2017-04-05 | 2017-11-03 | 江苏省太湖水利规划设计研究院有限公司 | A kind of T-shaped pattern foundation pit supporting structure |
| CN109356173A (en) * | 2018-10-22 | 2019-02-19 | 中铁二院工程集团有限责任公司 | A kind of pin-connected panel anchor bolt frame girder construction and its construction method |
| CN209508986U (en) * | 2018-12-20 | 2019-10-18 | 河南水利与环境职业学院 | A kind of building underground engineering slope retaining ruggedized construction |
| CN109811773A (en) * | 2019-03-01 | 2019-05-28 | 中铁十九局集团第五工程有限公司 | A kind of unsymmetrial loading tunnel hole excavate safeguard structure and its construction method |
| CN209907400U (en) * | 2019-03-01 | 2020-01-07 | 中铁十九局集团第五工程有限公司 | Bias tunnel entrance to a cave excavation protective structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111636902B (en) | 2023-02-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Bruce et al. | Soil nailing: application and practice-part 1 | |
| CN203049591U (en) | Reinforced structure of fractured rock mass and high oriented side slope | |
| KR102218604B1 (en) | Earth retaining construction method for using pile and inclined ground anchor | |
| EA031926B1 (en) | Method for forming a pillar part and reinforcing adjacently constructed parallel tunnels with reinforcing rods | |
| KR100934196B1 (en) | Pressure type small pile for bearing bidirectional applied force and preventive methods for the buoyancy in construction using the same | |
| CN105804076A (en) | Pre-stressed anchor cable and foundation pit supporting pre-stressed anchor cable construction method | |
| Benmokrane et al. | Aramid and carbon fibre-reinforced plastic prestressed ground anchors and their field applications | |
| CN111877366A (en) | Combined type foundation pit supporting structure and construction method thereof | |
| KR101914901B1 (en) | Reinforcement pile for ground improvement and earthquake-proof and its construction method | |
| CN101949151A (en) | Recyclable locking anchor rod and construction method thereof | |
| CN111636902B (en) | Method for preventing and treating large bias voltage and large deformation of tunnel slope by TF type piles | |
| JP4780781B2 (en) | Seismic reinforcement method for existing concrete pier | |
| CN113653512A (en) | Tunnel protection structure under bias force action and construction method thereof | |
| CN111364481A (en) | End embedded type prestressed inclined pile and construction method thereof | |
| CN212506313U (en) | Combined foundation pit supporting structure | |
| KR102111153B1 (en) | Retaining Wall Panel Structure using PC Strand | |
| CN113882425B (en) | Hole digging foundation structure for high and steep slope and construction method | |
| KR20190089284A (en) | Reinforcement pile with fiber sheet for ground improvement and earthquake-proof | |
| KR100895770B1 (en) | Inner member additional reinforcement assembly for preventing ground collapse and its construction method to be used therefor | |
| DE2631745A1 (en) | FLOOR NAILING PROCEDURE | |
| CN113404060A (en) | Rigid rib wall type pile wall foundation pit supporting structure and construction method | |
| CN201801863U (en) | Recyclable locking type anchor | |
| CN113006079A (en) | Foundation pit extension support body and foundation pit extension support method | |
| Barley | Soil nailing case histories and developments | |
| KR0138260Y1 (en) | Rock anchor structure for transmission tower |
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 |