CN113565539A - Construction method for preventing initial support side from rebounding of cantilever type cast-in-place side wall of tunnel - Google Patents
Construction method for preventing initial support side from rebounding of cantilever type cast-in-place side wall of tunnel Download PDFInfo
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- CN113565539A CN113565539A CN202110865321.8A CN202110865321A CN113565539A CN 113565539 A CN113565539 A CN 113565539A CN 202110865321 A CN202110865321 A CN 202110865321A CN 113565539 A CN113565539 A CN 113565539A
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- 238000010276 construction Methods 0.000 title claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims abstract description 95
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 27
- 239000010959 steel Substances 0.000 claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 33
- 238000005728 strengthening Methods 0.000 claims description 12
- 210000003205 muscle Anatomy 0.000 claims 4
- 239000011435 rock Substances 0.000 abstract description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 6
- 238000000034 method Methods 0.000 description 6
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 description 4
- 239000010410 layer Substances 0.000 description 4
- 230000005540 biological transmission Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
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- 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
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- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
- E21D11/083—Methods or devices for joining adjacent concrete segments
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- 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
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- 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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention discloses a construction method for preventing the rebound of a primary support side of a tunnel cantilever type cast-in-place side wall, which comprises a step A of binding a tunnel lining side wall reinforcement cage, wherein the construction method comprises lining outer side annular main ribs, lining inner side annular main ribs, lining outer side longitudinal framework ribs, lining inner side longitudinal framework ribs, a tie anchor rod and radial ribs, the lining outer side annular main ribs on the left side and the right side are connected into a ring at the arch part of a tunnel, the outer side end of the tie anchor rod is fixedly welded with the top of the tunnel lining side wall reinforcement cage, the inner side end is vertically driven into a tunnel rock soil layer, and one end of each radial rib close to the lining outer side annular main rib is bent into a shape like a Chinese character '7'; step B, positioning a side wall template trolley; c, cutting off exposed sections of the tie anchor rods of the reinforcement cages of the side walls of the tunnel lining; and D, pouring side wall lining concrete, wherein the top of the formed side wall lining concrete is a plane and is provided with a row of hemispherical grooves at equal intervals along the longitudinal direction. Avoid cantilever type side wall steel reinforcement cage to just prop up the side and kick-back, ensure that side wall steel reinforcement cage stability is good.
Description
Technical Field
The invention belongs to the technical field of tunnel concrete lining construction, and particularly relates to a construction method for preventing the rebound of a primary support side of a cantilever type cast-in-place side wall of a tunnel.
Background
The traditional construction process of the secondary lining of the tunnel adopts full-ring steel bar binding, and then combines a full-hydraulic lining trolley to carry out full-ring secondary lining concrete pouring in a mode of injecting concrete into a top vertical pouring hole by hole. The traditional construction process utilizes the principle that concrete gravity automatically fills the space of the two liners, but because the fluidity of the concrete is difficult to achieve an ideal state, after the concrete is poured into the vault of the tunnel, the whole pouring longitudinal section is basically distributed in an isosceles triangle normal distribution, the isosceles sides of the isosceles triangle change along with the distance between pouring openings, the larger the distance between the pouring openings is, the longer the waist side of the isosceles triangle is, which means the larger the gap between the two liners is. This phenomenon also can change along with the size of concrete pump pressure that pours, and the evacuation phenomenon can reduce when pouring pressure is bigger than normal, and the evacuation phenomenon can increase when pouring pressure is bigger than normal, and the air between two vault pouring orifices also is difficult whole evacuation simultaneously, and the appearance of vault cavity phenomenon is inevitable.
In order to solve the problem that the arch part is hollow after two backing, the project group provides a side wall and a tunnel vault which divide a tunnel secondary lining into a left side wall and a right side wall, the side wall is cast in situ firstly, then vault segments prefabricated outside the tunnel are transported into the tunnel, and the vault segments are placed on the cast in situ side wall for splicing, so that secondary lining construction is completed. As shown in fig. 1 and 2, the tunnel lining side wall steel reinforcement cage lining outer side circumferential main rib 1, the lining inner side circumferential main rib 2, the lining outer side longitudinal framework rib 3 and the lining inner side longitudinal framework rib 4 are formed, after the lining outer side circumferential main rib 1 and the lining inner side circumferential main rib 2 are bound, the lining outer side circumferential main rib 3 and the lining inner side longitudinal framework rib 4 are respectively connected in series, the inner layer and the outer layer are connected in a split mode through the radial ribs 6, and the joints are bound and formed. The side wall steel reinforcement cage needs the arch to cut for two side wall steel reinforcement cages of the left and right sides are in the cantilever state separately, kick-back to just propping up the side very easily, can't satisfy the stability requirement of cantilever steel reinforcement cage.
Disclosure of Invention
The invention aims to provide a construction method of a cantilever type cast-in-place side wall of a tunnel, which can avoid the rebound of a cantilever type side wall reinforcement cage to the primary support side and ensure the good stability of the side wall reinforcement cage.
Therefore, the technical scheme adopted by the invention is as follows: a construction method for preventing side rebound of a primary support of a tunnel cantilever type cast-in-place side wall comprises the following steps:
step A, binding a reinforcement cage of a tunnel lining side wall;
the tunnel lining side wall reinforcement cage comprises lining outer side circumferential main reinforcements, lining inner side circumferential main reinforcements, lining outer side longitudinal framework reinforcements, lining inner side longitudinal framework reinforcements, a tie anchor rod and radial reinforcements, wherein the lining side wall reinforcement cages on the left side and the right side are simultaneously bound, the lining outer side circumferential main reinforcements on the left side and the right side are connected into a ring at the tunnel arch part, the lining inner side circumferential main reinforcements on the left side and the right side are matched with the height of a tunnel side wall, the tie anchor rod adopts a hollow arch foot anchor rod, the outer side end of the tie anchor rod is welded and fixed with the top of the tunnel lining side wall reinforcement cage, the inner side end of the tie anchor rod is vertically pressed into a tunnel rock-soil layer, one end of each radial reinforcement close to each lining outer side circumferential main reinforcement is bent into a 7 shape, and the bent part is arranged along the lining outer side circumferential main reinforcement doubling line;
step B, positioning a side wall template trolley;
c, cutting off exposed sections of the tie anchor rods of the reinforcement cages of the side walls of the tunnel lining;
and D, pouring side wall lining concrete, wherein the top of the formed side wall lining concrete is a plane, and a row of hemispherical grooves are arranged at equal intervals along the longitudinal direction.
Preferably, the reinforcing steel bar cage for the side wall of the tunnel lining further comprises reinforcing steel bars, the reinforcing steel bars are arranged at the upper part of the reinforcing steel bar cage for the side wall of the tunnel lining to enhance the strength of the splicing position of the top, and the reinforcing steel bars are of a net structure formed by n-shaped outer circumferential reinforcing ribs, n-shaped inner circumferential reinforcing ribs, radial reinforcing ribs and longitudinal reinforcing ribs in a surrounding manner; the outside hoop strengthening rib ligature of "n" shape is on lining cutting outside hoop main reinforcement, and the top of the outside hoop strengthening rib of "n" shape stretches lining cutting outside hoop main reinforcement top, "the inboard hoop strengthening rib ligature of" n "shape is on the inboard hoop main reinforcement of lining cutting, and the top of the inboard hoop strengthening rib of" n "shape stretches the inboard hoop main reinforcement top of lining cutting, thereby respectively form an" n "shape lug in tunnel lining cutting side wall steel reinforcement cage's the inside and outside both sides, and inboard" n "shape lug is higher than the" n "shape lug in the outside. The joint of the top of the side wall and the prefabricated segment of the arch part is stressed complexly and is easy to collide in the construction process, and reinforcing bars are additionally arranged in a certain range of the side wall reinforcement cage cast-in-place at the joint so as to enhance the strength at the splicing position; the reinforcing reinforcement adopts a net structure formed by n-shaped outer circumferential reinforcing ribs, n-shaped inner circumferential reinforcing ribs, radial reinforcing ribs and longitudinal reinforcing ribs, and n-shaped lugs are respectively formed on the inner side and the outer side of the hemispherical groove of the tunnel lining side wall reinforcement cage, so that the splicing strength of the position of the hemispherical groove is further enhanced.
Preferably, the outer side end of the tie anchor rod is welded and fixed with the n-shaped lug on the inner side of the reinforcing bar and is positioned above the n-shaped lug on the outer side. On the basis that the main ribs on the outer ring are connected into a ring, the outer side end of the tie anchor rod is welded with the n-shaped lug on the inner side of the reinforcing bar, so that a crossed stress structure with the outer side ribs pulled in the circumferential direction and the inner side ribs pulled in the radial direction is formed, and the stability of the steel reinforcement cage during formwork erection is better.
Further preferably, the lining outer side ring of the tunnel lining side wall steel reinforcement cage is inclined towards the tunnel wall gradually towards the main reinforcement, so that the width of the upper part of the tunnel lining side wall steel reinforcement cage is gradually increased. Increase steel reinforcement cage top width to inject lining cutting outside hoop main reinforcement and incline towards the tunnel wall gradually, the inboard hoop main reinforcement of lining cutting is unchangeable, and is better to overall structure stability.
Preferably, the longitudinal spacing between the lining outer side circumferential main rib, the lining inner side circumferential main rib and the tie anchor rod is 2m, and the circumferential spacing between the lining outer side longitudinal framework rib, the lining inner side longitudinal framework rib and the radial rib is 2 m; the diameter of the lining outer side annular main rib and the lining inner side annular main rib is phi 25mm, and the diameter of the tie anchor rod is phi 32 mm; the longitudinal framework ribs on the outer side of the lining, the longitudinal framework ribs on the inner side of the lining and the reinforcing bars are all made of reinforcing steel bars with the diameter of 10 mm.
The invention has the beneficial effects that:
(1) the tunnel lining side wall reinforcement cage adopts a fixing mode of 'full-ring of outer side annular main reinforcements, disconnection of inner side annular main reinforcements + bending of outer side and inner side longitudinal skeleton reinforcements + radial reinforcements in a' 7 '-shape + tie anchor rods', so that the stability of the reinforcement in a cantilever state when the side wall lining reinforcement is bound is ensured, and the construction safety is ensured; the side wall steel reinforcement cage can be ensured not to rebound to the primary support side, so that the side wall steel reinforcement cage is accurately positioned, and the thickness of the side wall steel reinforcement protective layer is ensured to meet the design requirement;
(2) the side wall steel reinforcement cages on the left side and the right side are connected into a ring only through the main reinforcements on the outer ring, and the main reinforcements on the inner ring are respectively disconnected, so that the stability of the side wall steel reinforcement cages on the left side and the right side can be ensured, enough space can be vacated for assembling the prefabricated segment of the arch part, and the prefabricated segment of the arch part is lifted and installed from bottom to top;
(3) after the side wall is cast in place, a row of hemispherical grooves are longitudinally arranged on the top of the cast side wall, the distance between every two adjacent hemispherical grooves is equal to the thickness of a single arch prefabricated segment, and the arch prefabricated segments are assembled in groups; correspondingly, set up the hemisphere arch on the prefabricated section of jurisdiction of hunch portion, prefabricated section of jurisdiction of hunch portion adopts the hemisphere to assemble with the side wall, compares the mode of assembling of "L" shape, can effectively reduce working stress, effectively slows down wearing and tearing, reduces the negative conditions that the part is crooked, crack, fracture appear.
Drawings
Fig. 1 is a schematic structural diagram of a side wall reinforcement cage before improvement.
Fig. 2 is a partially enlarged view of fig. 1.
Fig. 3 is a schematic structural diagram of an improved side wall reinforcement cage.
Fig. 4 is a partially enlarged view of fig. 3.
Fig. 5 is a schematic structural view of the radial rib.
Detailed Description
The invention will be further illustrated by the following examples in conjunction with the accompanying drawings:
according to the construction method shown in fig. 3-5, the construction method for preventing the initial support side from rebounding of the cantilever type cast-in-place side wall of the tunnel comprises the following steps:
and step A, binding a reinforcement cage of the side wall of the tunnel lining.
The tunnel lining side wall reinforcement cage mainly comprises lining outside circumferential main reinforcement 1, lining inside circumferential main reinforcement 2, lining outside longitudinal skeleton reinforcement 3, lining inside longitudinal skeleton reinforcement 4, tie anchor rod 5 and radial reinforcement 6. And the steel reinforcement cages of the lining side walls on the left side and the right side are bound simultaneously, the lining outer side annular main reinforcements 1 on the left side and the right side are connected into a ring at the arch part of the tunnel, and the lining inner side annular main reinforcements 2 on the left side and the right side are highly matched with the side walls of the tunnel. The inner side rings of the lining on the left side and the right side are respectively disconnected with the main reinforcement to vacate the space on the inner ring for assembling the prefabricated pipe piece of the arch part.
The tie anchor rod 5 adopts a hollow arch foot anchor rod, the outer side end of the tie anchor rod 5 is welded and fixed with the top of the steel reinforcement cage of the side wall of the tunnel lining, and the inner side end is vertically driven into the rock soil layer of the tunnel. One end of the radial rib 6 close to the lining outside annular main rib 1 is bent to be in a shape like a Chinese character '7', and the bent part is arranged along the lining outside annular main rib 1 in a doubling mode to increase the strength of the lining outside annular main rib 1.
And step B, placing the side wall template trolley in place, and pouring after the side wall template trolley is adopted for mold sealing.
And C, cutting off the exposed section of the tie anchor rod of the reinforcing cage of the side wall of the tunnel lining.
And D, pouring side wall lining concrete, wherein the top of the formed side wall lining concrete is a plane, a row of hemispherical grooves 7 are arranged at intervals along the longitudinal direction at equal intervals, each hemispherical groove 7 is correspondingly provided with an arch prefabricated pipe piece, and the distance between every two adjacent hemispherical grooves 7 is equal to the thickness of a single arch prefabricated pipe piece. The arch prefabricated pipe piece is prefabricated and molded outside the tunnel.
Preferably, the tunnel lining side wall reinforcement cage further comprises reinforcing bars. The reinforcing bar is arranged on the upper portion of the reinforcing cage of the side wall of the tunnel lining so as to enhance the strength of the splicing position of the top. The reinforcing bar is a net structure formed by enclosing an n-shaped outer circumferential reinforcing bar 8, an n-shaped inner circumferential reinforcing bar 9, a radial reinforcing bar 10 and a longitudinal reinforcing bar 11. The outside hoop strengthening rib 8 ligature of "n" shape is on lining cutting outside hoop main reinforcement 1, and the top of the outside hoop strengthening rib 8 of "n" shape stretches lining cutting outside hoop main reinforcement 1 top, "the inboard hoop strengthening rib 9 ligature of" n "shape is on the inboard hoop main reinforcement 2 of lining cutting, and the top of the inboard hoop strengthening rib 9 of" n "shape stretches the inboard hoop main reinforcement 2 top of lining cutting, thereby respectively form an" n "shape lug in the inside and outside both sides of the hemispherical recess 7 of tunnel lining cutting side wall steel reinforcement cage, and inboard" n "shape lug is higher than the" n "shape lug in the outside.
In addition, the outer side end of the tie anchor rod 5 is welded and fixed with the n-shaped lug on the inner side of the reinforcing bar and is positioned above the n-shaped lug on the outer side.
The lining outside hoop main reinforcement 1 of tunnel lining side wall steel reinforcement cage slopes towards the tunnel wall gradually for the upper portion width crescent of tunnel lining side wall steel reinforcement cage.
Preferably, the longitudinal spacing between the lining outer side circumferential main rib 1, the lining inner side circumferential main rib 2 and the tie anchor rod 5 is 2m, and the circumferential spacing between the lining outer side longitudinal framework rib 3, the lining inner side longitudinal framework rib 4 and the radial rib 6 is 2 m; the diameters of the lining outer side annular main rib 1 and the lining inner side annular main rib 2 are phi 25mm, and the diameter of the tie anchor rod 5 is phi 32 mm; the lining outer side longitudinal framework rib 3, the lining inner side longitudinal framework rib 4 and the reinforcing bars are all made of steel bars with the diameter of 10 mm.
In the actual construction process, the prefabricated pipe pieces passing through the side walls and the arch parts are also tried to adopt a step splicing structural form, as shown in fig. 1. In the practical application process, the construction quality control difficulty of the structural form of the step assembly is found to be large, and the analysis reasons are as follows:
1) because factors such as template positioning accuracy, concrete shrinkage deformation, the whole convergence deformation of side wall, cast-in-place side wall has the corner in step position department, and the construction precision can not satisfy the design requirement to contact when leading to the prefabricated section of jurisdiction of hunch portion to assemble and have the space, can not contact or local (point) contact along the radial contact surface of lining cutting ring, lead to side wall and the unable transmission axial force of the prefabricated section of jurisdiction lining cutting of hunch portion, influence side wall structural stability.
2) The top of the cast-in-place side wall has vibration problems, and because the top of the side wall has corner steps, the requirement on forming precision is high, the concrete pressure injection at the top of the deepened side wall is difficult, so that the concrete quality defect at the joint at the top of the side wall is caused;
3) the 'shell clamping' is easy to occur in the process of dismantling the corner step cover mold, the suitable time for dismantling the side wall is difficult to master, the concrete edge missing and corner falling are easy to cause due to the early dismantling time (the strength is not reached), the late dismantling time is easy to adhere to the concrete, and the difficulty in dismantling the mold is increased. Even if the cover mould is removed after the lining strength of the first plate side wall reaches 13MPa, part of the concrete surface is damaged during demoulding, and the mould removal strength is controlled to be 15-20MPa so as to ensure the integrity of the concrete surface, but the mould removal difficulty is increased;
4) after the side wall is poured and is accomplished, when arch prefabricated section of jurisdiction is assembled again, because the existence of corner step, readjust arch prefabricated section of jurisdiction and carry out right time, also take place to collide with the damage very easily.
Therefore, the corner step is optimized to be a hemispherical joint on the basis of splicing the arch prefabricated duct piece and the cast-in-place side wall lining. This hemisphere connects and has compared the corner step and has reduced the friction of prefabricated section of jurisdiction of hunch portion with cast-in-place side wall when the installation greatly, the installation rate is faster than the corner step, the collision between the lining concrete has also been reduced, it falls the angle to have reduced the unfilled arris, and hemisphere joint seam is closely knit, can effectively transmit side wall and the prefabricated section of jurisdiction axial force of hunch portion, side wall stable in structure, corner step side wall and the unable transmission axial force of the prefabricated section of jurisdiction of hunch portion have been overcome, influence the difficult point of side wall stable in structure, a atress is reasonable, stable good economic feasible structural style again, eliminate the secondary lining defect of hunch portion in the whole railway tunnel driving limit scope, can comply with the new requirement of national assembled component development.
Claims (5)
1. A construction method for preventing side rebound of a primary support of a tunnel cantilever type cast-in-place side wall is characterized by comprising the following steps:
step A, binding a reinforcement cage of a tunnel lining side wall;
the tunnel lining side wall reinforcement cage comprises lining outer side circumferential main reinforcements (1), lining inner side circumferential main reinforcements (2), lining outer side longitudinal framework reinforcements (3), lining inner side longitudinal framework reinforcements (4), tie anchor rods (5) and radial reinforcements (6), wherein the lining side wall reinforcement cages on the left side and the right side are simultaneously bound, the lining outer side circumferential main reinforcements (1) on the left side and the right side are connected into a ring at a tunnel arch part, the lining inner side circumferential main reinforcements (2) on the left side and the right side are highly matched with a tunnel side wall, the tie anchor rod (5) adopts a hollow arch foot anchor rod, the outer side end of the tie anchor rod (5) is welded and fixed with the top of the reinforcing cage of the side wall of the tunnel lining, the inner side end is vertically driven into the rock-soil layer of the tunnel, one end of the radial rib (6) close to the lining outer side annular main rib (1) is bent to be 7-shaped, and the bent part is arranged along the lining outer side annular main rib (1) in a doubling mode;
step B, positioning a side wall template trolley;
c, cutting off exposed sections of the tie anchor rods of the reinforcement cages of the side walls of the tunnel lining;
and D, pouring side wall lining concrete, wherein the top of the formed side wall lining concrete is a plane, and a row of hemispherical grooves (7) are arranged at equal intervals along the longitudinal direction.
2. The construction method for preventing the rebound of the primary support side of the tunnel cantilever type cast-in-place side wall according to claim 1, wherein: the tunnel lining side wall reinforcement cage further comprises reinforcing ribs which are arranged at the upper part of the tunnel lining side wall reinforcement cage to enhance the strength of the splicing position of the top part, and the reinforcing ribs are of a net structure formed by encircling of n-shaped outer circumferential reinforcing ribs (8), n-shaped inner circumferential reinforcing ribs (9), radial reinforcing ribs (10) and longitudinal reinforcing ribs (11); outside hoop strengthening rib (8) ligature on lining cutting outside hoop main muscle (1) of "n" shape, and the top of outside hoop strengthening rib (8) of "n" shape is stretched lining cutting outside hoop main muscle (1) top, "inboard hoop strengthening rib (9) ligature of" n "shape is on lining cutting inboard hoop main muscle (2), and the top of inboard hoop strengthening rib (9) of" n "shape is stretched lining cutting inboard hoop main muscle (2) top, thereby respectively form an" n "shape lug in the inside and outside both sides of tunnel lining cutting side wall steel reinforcement cage's hemisphere recess (7), and inboard" n "shape lug is higher than the" n "shape lug in the outside.
3. The construction method for preventing the rebound of the primary support side of the tunnel cantilever type cast-in-place side wall according to claim 2, is characterized in that: the outer side end of the tie anchor rod (5) is welded and fixed with the n-shaped lug on the inner side of the reinforcing bar and is positioned above the n-shaped lug on the outer side.
4. The construction method for preventing the rebound of the primary support side of the tunnel cantilever type cast-in-place side wall according to claim 2, is characterized in that: the lining outer side ring of the tunnel lining side wall steel reinforcement cage is inclined towards the tunnel wall gradually towards the main reinforcement (1), so that the width of the upper part of the tunnel lining side wall steel reinforcement cage is gradually increased.
5. The construction method for preventing the rebound of the primary support side of the tunnel cantilever type cast-in-place side wall according to claim 2, is characterized in that: the longitudinal spacing of the lining outer side circumferential main rib (1), the lining inner side circumferential main rib (2) and the tie anchor rod (5) is 2m, and the circumferential spacing of the lining outer side longitudinal framework rib (3), the lining inner side longitudinal framework rib (4) and the radial rib (6) is 2 m; the diameters of the lining outer side circumferential main rib (1) and the lining inner side circumferential main rib (2) are phi 25mm, and the diameter of the tie anchor rod (5) is phi 32 mm; the lining outer side longitudinal framework rib (3), the lining inner side longitudinal framework rib (4) and the reinforcing bar are all made of steel bars with the diameter of 10 mm.
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