CN113374510A - Stability control construction method for tunnel cast-in-situ lining side wall reinforcement cage formwork erection - Google Patents
Stability control construction method for tunnel cast-in-situ lining side wall reinforcement cage formwork erection Download PDFInfo
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- CN113374510A CN113374510A CN202110863774.7A CN202110863774A CN113374510A CN 113374510 A CN113374510 A CN 113374510A CN 202110863774 A CN202110863774 A CN 202110863774A CN 113374510 A CN113374510 A CN 113374510A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 142
- 238000009415 formwork Methods 0.000 title claims abstract description 30
- 238000010276 construction Methods 0.000 title claims abstract description 23
- 238000011065 in-situ storage Methods 0.000 title description 4
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 89
- 239000010959 steel Substances 0.000 claims abstract description 89
- 239000004567 concrete Substances 0.000 claims abstract description 48
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims abstract description 12
- 229910052742 iron Inorganic materials 0.000 claims abstract description 6
- 238000005086 pumping Methods 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 33
- 238000005520 cutting process Methods 0.000 claims description 27
- 238000000034 method Methods 0.000 claims description 14
- 238000005728 strengthening Methods 0.000 claims description 12
- 210000003205 muscle Anatomy 0.000 claims description 11
- 238000005266 casting Methods 0.000 claims description 2
- 239000002689 soil Substances 0.000 claims description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract description 10
- 239000004575 stone Substances 0.000 abstract description 5
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- 238000012544 monitoring process Methods 0.000 description 2
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- 238000010586 diagram Methods 0.000 description 1
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- 230000005484 gravity Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
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- 238000003908 quality control method Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
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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
- E21D11/04—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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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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Abstract
The invention discloses a construction method for controlling the stability of a tunnel cast-in-place lining side wall steel reinforcement cage vertical formwork, which comprises the following steps of A, longitudinally embedding a plurality of section steels at intervals at the front edge of side foundation pouring, and then pouring the side foundation; step B, binding a tunnel lining side wall reinforcement cage after the side foundation concrete reaches a certain strength; the lining outer side circumferential main ribs on the left side and the right side of the tunnel lining side wall reinforcement cage are connected into a ring at a tunnel arch part, the upper end of the section steel is firstly bound with the corresponding lining outer side circumferential main rib, and then the lining inner side circumferential main rib is tightly connected with the corresponding section steel by adopting an outer iron wire; the top ends of the lining side wall reinforcement cages on the left side and the right side are respectively provided with a tie anchor rod; step C, taking the hinged point of the side wall template trolley as a boundary point, and performing layered pouring below the hinged point; pumping fine stone concrete is adopted above the hinge point for vibrating and pouring. The side wall reinforcing steel bars do not rebound to the primary support side, and the inward inclination does not occur, so that the stability of the reinforcing steel bars in a cantilever state and the construction safety during the binding of the side wall lining reinforcing steel bars are ensured.
Description
Technical Field
The invention belongs to the technical field of tunnel concrete lining construction, and particularly relates to a construction method for controlling the stability of a vertical formwork of a steel reinforcement cage of a cast-in-place lining side wall of a tunnel, which is specially used for a side wall of an assembled lining structure.
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 side wall and the arch part steel bars are arranged in a full ring mode, the annular inner layer steel bars and the annular outer layer steel bars are connected in series through the longitudinal steel bars after being bound into a ring, the inner layer steel bars and the outer layer steel bars are connected in a split mode through the radial steel bars, and binding and forming are conducted at the nodes. 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 steel reinforcement cage for the side wall of the tunnel lining is composed of a lining outer side circumferential main reinforcement 1, a lining inner side circumferential main reinforcement 2, a lining outer side longitudinal framework reinforcement 3 and a lining inner side longitudinal framework reinforcement 4. After lining cutting outside hoop main muscle 1, lining cutting inboard hoop main muscle 2 ligature back, establish ties through lining cutting outside longitudinal frame muscle 3, lining cutting inboard longitudinal frame muscle 4 respectively, connect through 6 counter-draws of radial muscle between the interior and exterior layer, the node ligature shaping.
The annular main reinforcement is formed by utilizing the flexibility of the annular main reinforcement without a cold bending process; the outer circumferential main reinforcement is processed in a nonstandard size, and has large influence change along with the supporting surface; the number of the positioning points of the binding rack is limited, the inner side annular main ribs are positioned and bound on the basis of the outer side annular main ribs, and the precision is difficult to guarantee. The method is only suitable for the lining reinforcing steel bars which are integrally formed into rings, and the stability of the reinforcement cage of the fabricated lining tunnel structure is difficult to control. The side wall of the prefabricated lining structure adopts a cast-in-place process, and the arch part is assembled by using prefabricated pipe pieces. The side wall steel reinforcement cage needs the hunch portion to cut, and the side wall reinforcing bar is not whole annulations for two side wall steel reinforcement cages of the left and right sides are in the cantilever state separately, and original location and reinforcement mode can't satisfy cantilever steel bar structure's stability, slope to the inboard very easily or to just prop up the side rebound, can't satisfy cantilever steel reinforcement cage's stability requirement.
Disclosure of Invention
The invention aims to provide construction control prevention for the stability of a tunnel cast-in-place lining side wall steel reinforcement cage vertical mold, which can prevent the lining side wall steel reinforcement cage from rebounding towards the primary support side, can prevent the lining side wall steel reinforcement cage from inclining inwards, and ensures that the side wall steel reinforcement cage has good stability.
Therefore, the technical scheme adopted by the invention is as follows: a construction method for preventing a lining reinforcement cage of a side wall of a high cantilever tunnel from inclining inwards comprises the following steps:
a, embedding a plurality of section steels at longitudinal intervals at the front edge of side foundation pouring, wherein the part, exposed out of the upper part of the side foundation, of the section steels is located between the inner and outer circumferential main reinforcements at the design position of the side wall reinforcement cage, the upper ends of the section steels are gradually inclined outwards relative to the lower ends, the longitudinal intervals of the section steels are consistent with the longitudinal intervals of the circumferential main reinforcements of the side wall reinforcement cage, and then, pouring the side foundation;
step B, binding a tunnel lining side wall reinforcement cage after the side foundation concrete reaches a certain strength;
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 and radial reinforcements, wherein lining side wall reinforcement cages on the left side and the right side are bound simultaneously, the lining outer side circumferential main reinforcements 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 on the left side and the right side are matched with the height of a tunnel side wall, one ends of the radial reinforcements, close to the lining outer side circumferential main reinforcements, are bent into a 7 shape, and the bent parts are arranged along the lining outer side circumferential main reinforcements in a parallel line; binding the upper end of the section steel with the corresponding lining outer side circumferential main rib, and then tensioning and connecting the lining inner side circumferential main rib with the corresponding section steel by adopting an outer iron wire; the top ends of the lining side wall steel reinforcement cages on the left side and the right side are respectively provided with a tie anchor rod, the tie anchor rods adopt hollow arch foot anchor rods, the outer side ends of the tie anchor rods are welded and fixed with the top of the tunnel lining side wall steel reinforcement cage, and the inner side ends of the tie anchor rods are vertically driven into a tunnel rock layer;
step C, placing a side wall template trolley in place, and pouring side wall lining concrete;
the side wall formwork trolley comprises a side formwork, a top formwork, side formworks and a layered pouring system, wherein the top formwork is integrally L-shaped and comprises a cover part and an inner side part, the height of the inner side part is greater than the width of the cover part, a hemispherical bulge is arranged on the lower surface of the cover part and used for forming a hemispherical groove in the top of a side wall, and the lower end of the inner side part is hinged with the side formwork through a hinge point;
after the side wall formwork trolley is in place, firstly cutting off exposed sections of tie anchor rods of a tunnel lining side wall reinforcement cage, and then pouring side wall lining concrete; taking a hinged point of the side wall template trolley as a demarcation point, and adopting a layered pouring system to pour the side wall below the hinged point in a layered manner; the side wall above the trolley hinge point is vibrated and poured by pumping fine stone concrete, the fine stone concrete is pumped and poured downwards from the top of the top die, an inserted vibrating rod is adopted for vibration in the process of pouring the fine stone concrete at the top, so that concrete is fully filled and compacted at the corner positions of the top and the inner side part of the top die and the position of a hemispherical groove at the top of the side wall, and then concrete is collected to ensure that the top surface of the side wall is smooth; and (4) removing the top die after the concrete strength of the hemispherical groove at the top of the lining side wall reaches 13 MPa.
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.
Preferably, the section steel is I-shaped steel, and the depth of the section steel embedded into the edge base is 0.5 m.
The invention has the beneficial effects that:
(1) the tunnel lining side wall steel reinforcement cage adopts a fixing mode that 'an outer side circumferential main reinforcement is complete, an inner side circumferential main reinforcement is broken + the outer side, an inner side longitudinal framework reinforcement and a radial reinforcement are bent to form a' 7 '-shape + a tie anchor rod', combined with a pre-embedded profile steel before side foundation pouring, when the steel reinforcement cage is bound, an outer iron wire is adopted to tension and connect the lining inner side circumferential main reinforcement and the corresponding profile steel, so that the side wall steel reinforcement is ensured not to rebound to a primary side and not to tilt inwards, the steel reinforcement stability and construction safety in a cantilever state when the side wall lining steel reinforcement is bound are ensured, and the thickness of a 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) the side wall template platform roof mould is integrally L-shaped, is divided into a cover part and an inner side part and adopts a hinged structure, fine stone concrete is adopted above a hinged point, a vibrating rod vibrates and the surface is manually closed; traditional layered pouring is adopted below the hinge point, the covering and demolding time and the formwork removing time of the formwork trolley are controlled, inward inclination of the lining side wall can be prevented, the safety and deformation of the high cantilever concrete are controlled, and accurate lap joint with the arch precast concrete is realized;
(4) set up the hemisphere recess at the side wall top and assemble with the hemisphere arch segment's hemisphere arch, compare the mode of assembling of "L" shape, can effectively reduce working stress, effectively slow down wearing and tearing, reduce 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 view of the installation of the side wall reinforcement cage and the embedded profile steel of the invention.
Fig. 4 is a schematic structural view of the side wall reinforcement cage of the present invention.
Fig. 5 is a partially enlarged view of fig. 4.
Fig. 6 is a schematic structural view of the radial rib.
Fig. 7 is a state view of the side wall form trolley in use.
Detailed Description
The invention will be further illustrated by the following examples in conjunction with the accompanying drawings:
as shown in fig. 3-6, a construction method for controlling stability of a steel reinforcement cage vertical mold of a tunnel cast-in-place lining side wall comprises the following steps:
step A, a plurality of section steels 13 are embedded at longitudinal intervals at the pouring front edge of the side foundation 12, and the parts, exposed out of the upper portion of the side foundation 12, of the section steels 13 are located between the inner side circumferential main reinforcements and the outer side circumferential main reinforcements of the side wall reinforcement cage design position, so that the section steels 13 are hidden in the side wall reinforcement cage when the side wall reinforcement cage is bound. The relative lower extreme in upper end of shaped steel 13 leans out gradually, makes the upper end of shaped steel 13 can support at last on the lining cutting outside hoop owner muscle 1 of side wall steel reinforcement cage, adopts outer iron wire 14 of drawing again to be connected the inboard hoop owner muscle 2 of lining cutting with the taut of shaped steel 13 that corresponds, can guarantee that the side wall steel reinforcement cage can not take place the inclination. The longitudinal distance of the section steel 13 is consistent with the longitudinal distance of the circumferential main reinforcement of the side wall reinforcement cage, namely, each ring of the circumferential main reinforcement 1 on the outer side of the lining and the circumferential main reinforcement 2 on the inner side of the lining correspond to one section steel together. The section steel 13 is preferably I-shaped steel, and the depth of the section steel 13 embedded in the edge base 12 is 0.5 m. And after the section steel is embedded and finished, pouring the edge base.
And step B, binding a reinforcing cage of the side wall of the tunnel lining after the side foundation concrete reaches a certain strength.
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 and radial reinforcement 6. The lining side wall steel reinforcement cages of the left side and the right side are bound simultaneously, the lining outside annular main reinforcements 1 of the left side and the right side are connected into a ring at the tunnel arch part, the lining inside annular main reinforcements 2 of the left side and the right side are highly matched with the tunnel side wall, and the lining inside annular main reinforcements of the left side and the right side are respectively disconnected so as to vacate the space on the inner ring for assembling the prefabricated segment of the arch part.
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.
The upper end of the section steel 13 is bound with the corresponding lining outer side annular main rib 1, and then the lining inner side annular main rib 2 is connected with the corresponding section steel 13 in a tensioning mode through the outer iron wire 14.
The top ends of the lining side wall steel reinforcement cages on the left side and the right side are respectively provided with a tie anchor rod 5, the tie anchor rods 5 adopt hollow arch foot anchor rods, the outer side ends of the tie anchor rods 5 are welded and fixed with the top of the tunnel lining side wall steel reinforcement cage, and the inner side ends are vertically driven into a tunnel rock-soil layer.
And step C, placing the side wall template trolley in place, and pouring concrete into the side wall lining.
As shown in fig. 7, the side wall form trolley 15 is composed of a side form 15a, a top form 15b, side forms and a layered casting system 15 c. The top die 15b is integrally L-shaped and includes a cover portion and an inner portion, the height of the inner portion is greater than the width of the cover portion, a hemispherical protrusion 7 (shown in fig. 5) is arranged on the lower surface of the cover portion for forming a hemispherical groove 7 at the top of the side wall, and the lower end of the inner portion is hinged to the side die through a hinge point 15 d.
After the side wall formwork trolley is in place, the exposed section of the tie anchor rod (5) of the side wall reinforcement cage of the tunnel lining needs to be cut off, and then the side wall lining concrete is poured. The side wall formwork trolley controls the left and right movement distance and the up and down movement distance accurately, and accurate positioning of 3-5 mm errors of the cast-in-place side wall is achieved, so that the requirement for assembling precision of tunnel lining segments is met, and accurate positioning is achieved.
Side walls below the trolley hinge point are poured in a layered mode: the hinged point 15d of the side wall formwork trolley is used as a dividing point, and the side wall below the hinged point 15d is poured in a layered mode through the layered pouring system 15c, and the method is the same as the traditional pouring mode. And monitoring the positioning precision of the lining trolley in the pouring process, and performing secondary fine adjustment if the monitoring data exceeds the allowable deviation range of the control precision.
The side wall above the platform truck pin joint adopts the pump sending fine aggregate concrete to vibrate and pour, specifically is: carry out the pump sending of fine aggregate concrete and pour downwards from top mould 15b top, need adopt bayonet vibrating spear vibration among the fine aggregate concrete pouring process of top, guarantee that the top of top mould 15b and the corner position department of inside portion, the hemispherical groove position department at side wall top concrete is filled closely knit, later carry out the concrete and receive the face, guarantee that side wall top surface concrete is level and smooth.
And (4) removing the top die 15b after the concrete strength of the hemispherical groove at the top of the lining side wall reaches 13 MPa. And (4) after the lining side wall concrete reaches the design strength, demolding is started.
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 (6)
1. A tunnel cast-in-place lining side wall steel reinforcement cage formwork erection stability control construction method is characterized by comprising the following steps:
a, embedding a plurality of section steels (13) at longitudinal intervals before pouring of a side foundation (12), wherein the part, exposed out of the upper part of the side foundation (12), of the section steels (13) is arranged between inner and outer circumferential main ribs of the design position of a side wall reinforcement cage, the upper ends and the lower ends of the section steels (13) are gradually inclined outwards, the longitudinal intervals of the section steels (13) are consistent with the longitudinal intervals of the circumferential main ribs of the side wall reinforcement cage, and then pouring of the side foundation is carried out;
step B, binding a tunnel lining side wall reinforcement cage after the side foundation concrete reaches a certain strength;
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) 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 matched with the height of a tunnel side wall, one end, close to the lining outer side circumferential main reinforcements (1), of the radial reinforcements (6) are bent into a shape like a Chinese character '7', and the bent parts are arranged along the lining outer side circumferential main reinforcements (1) in a doubling way; binding the upper end of the section steel (13) with the corresponding lining outer side circumferential main rib (1), and then tensioning and connecting the lining inner side circumferential main rib (2) with the corresponding section steel (13) by adopting an outer iron wire (14); the top ends of the lining side wall steel reinforcement cages on the left side and the right side are respectively provided with a tie anchor rod (5), the tie anchor rods (5) adopt hollow arch foot anchor rods, the outer side ends of the tie anchor rods (5) are welded and fixed with the top of the tunnel lining side wall steel reinforcement cage, and the inner side ends of the tie anchor rods are vertically driven into a tunnel rock-soil layer;
step C, placing a side wall template trolley in place, and pouring side wall lining concrete;
the side wall formwork trolley (15) comprises a side formwork (15a), a top formwork (15b), a side formwork and a layered pouring system (15c), wherein the top formwork (15b) is integrally L-shaped and comprises a cover part and an inner side part, the height of the inner side part is larger than the width of the cover part, a hemispherical protrusion is arranged on the lower surface of the cover part and used for forming a hemispherical groove in the top of the side wall, and the lower end of the inner side part is hinged with the side formwork through a hinge point (15 d);
after the side wall formwork trolley is in place, firstly cutting off the exposed section of the tie anchor rod (5) of the tunnel lining side wall reinforcement cage, and then pouring side wall lining concrete; taking a hinged point (15d) of the side wall template trolley as a dividing point, and adopting a layered pouring system (15c) to pour the side wall below the hinged point (15d) in a layered manner; the side wall above the trolley hinge point is cast by pumping fine aggregate concrete, the fine aggregate concrete is cast by pumping from the top of the top die (15b) downwards, an inserted vibrating rod is required to be used for vibrating in the process of casting the fine aggregate concrete at the top, so that concrete at the corner positions of the top and the inner side parts of the top die (15b) and the hemispherical groove position at the top of the side wall is ensured to be fully filled and compacted, then concrete is collected, and the top surface of the side wall is ensured to be smooth; and (5) removing the top die (15b) after the concrete strength of the hemispherical groove at the top of the lining side wall reaches 13 MPa.
2. The tunnel cast-in-place lining side wall reinforcement cage formwork erection stability control construction method according to claim 1, characterized in that: 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 tunnel cast-in-place lining side wall reinforcement cage formwork erection stability control construction method according to claim 2, 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 tunnel cast-in-place lining side wall reinforcement cage formwork erection stability control construction method according to claim 1, 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 tunnel cast-in-place lining side wall reinforcement cage formwork erection stability control construction method according to claim 1, 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.
6. The tunnel cast-in-place lining side wall reinforcement cage formwork erection stability control construction method according to claim 1, characterized in that: the section steel (13) is made of I-shaped steel, and the depth of the section steel (13) embedded into the side base (12) is 0.5 m.
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