CN113374510B - Construction method for controlling stability of vertical formwork of reinforcement cage of cast-in-situ lining side wall of tunnel - Google Patents
Construction method for controlling stability of vertical formwork of reinforcement cage of cast-in-situ lining side wall of tunnel Download PDFInfo
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- CN113374510B CN113374510B CN202110863774.7A CN202110863774A CN113374510B CN 113374510 B CN113374510 B CN 113374510B CN 202110863774 A CN202110863774 A CN 202110863774A CN 113374510 B CN113374510 B CN 113374510B
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 101
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 21
- 238000010276 construction Methods 0.000 title claims abstract description 16
- 238000009415 formwork Methods 0.000 title claims abstract description 12
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 56
- 239000010959 steel Substances 0.000 claims abstract description 56
- 239000004567 concrete Substances 0.000 claims abstract description 50
- 238000000034 method Methods 0.000 claims abstract description 23
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims abstract description 12
- 239000004575 stone Substances 0.000 claims abstract description 11
- 238000005086 pumping Methods 0.000 claims abstract description 7
- 229910052742 iron Inorganic materials 0.000 claims abstract description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 39
- 238000013461 design Methods 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 5
- 239000011435 rock Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 description 8
- 238000009434 installation Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 239000011800 void material Substances 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
Classifications
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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
-
- 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
Abstract
The invention discloses a method for controlling the stability of a vertical formwork of a reinforcement cage of a cast-in-situ lining side wall of a tunnel, which comprises the following steps of firstly, burying a plurality of section steel at intervals longitudinally along the front edge of pouring of a side foundation, and then pouring the side foundation; step B, binding a tunnel lining side wall reinforcement cage after the side base concrete reaches a certain strength; the method comprises the steps that lining outer side annular main ribs on the left side and the right side of a tunnel lining side wall reinforcement cage are connected to form a ring at a tunnel arch part, the upper end of profile steel and the corresponding lining outer side annular main ribs are bound firstly, and then the lining inner side annular main ribs are connected with the corresponding profile steel in a tensioning manner by adopting external iron wires; 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 a hinge point of the side wall template trolley as a boundary point, and carrying out layered pouring below the hinge point; pumping fine stone concrete is adopted to vibrate and cast above the hinge point. The side wall steel bars do not rebound to the primary support side and do not incline inwards, so that the stability and construction safety of the steel bars in a cantilever state are ensured when the side wall lining steel bars are bound.
Description
Technical Field
The invention belongs to the technical field of tunnel concrete lining construction, and particularly relates to a method for controlling the stability of a reinforcement cage formwork of a cast-in-situ 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 second lining of the tunnel adopts full-ring steel bar binding, and then combines with a full-hydraulic lining trolley to perform full-ring second lining concrete pouring in a mode of injecting concrete into vertical pouring holes at the top hole by hole. The side wall and the arch steel bars are arranged in a full ring, after the ring is bound to the inner and outer steel bars into a ring, the inner and outer steel bars are connected in series through longitudinal steel bars, the inner and outer steel bars are connected in opposite pull through radial steel bars, and the joint is bound and formed. The traditional construction process utilizes the principle that concrete gravity automatically fills the space of the second lining, but because the fluidity of the concrete is difficult to reach an ideal state, after the concrete is poured into a tunnel vault, the whole pouring longitudinal section is basically distributed in an isosceles triangle shape, the isosceles sides of the isosceles triangle change along with the size of the pouring opening spacing, and the larger the pouring opening spacing is, the longer the isosceles side of the isosceles triangle is, which means that the back of the second lining is more hollow. The phenomenon can also change along with the pressure of the concrete pouring pump, the void phenomenon can be reduced when the pouring pressure is larger, the void phenomenon can be increased when the pouring pressure is smaller, and meanwhile, the air between the two vault pouring holes is difficult to completely empty, so that the vault cavitation phenomenon is unavoidable.
In order to solve the problem that the arch part of the back of the second lining is empty, the project group provides that the second lining of the tunnel is divided into side walls and tunnel arches at the left side and the right side, the side walls are cast in situ firstly, then the prefabricated arch duct pieces outside the tunnel are transported into the tunnel, and the side walls are arranged on the cast-in-situ side walls for assembly, so that the construction of the second lining is completed. As shown in fig. 1 and 2, the tunnel lining side wall reinforcement cage is composed of a lining outer side annular main rib 1, a lining inner side annular main rib 2, a lining outer side longitudinal skeleton rib 3 and a lining inner side longitudinal skeleton rib 4. After the lining outer side annular main rib 1 and the lining inner side annular main rib 2 are bound, the lining outer side longitudinal skeleton rib 3 and the lining inner side longitudinal skeleton rib 4 are respectively connected in series, the inner layer and the outer layer are connected in a opposite-pulling way through radial ribs 6, and the joint is bound and formed.
The circumferential main rib is formed by using the flexibility of the main rib, and the main rib is not subjected to a cold bending process; the outside circumferential main rib is processed in a nonstandard size, and the influence variation along with the supporting surface is large; the number of the positioning points of the binding rack is limited, the inner annular main rib is positioned and bound on the basis of the outer annular main rib, and the precision is difficult to guarantee. The method is only suitable for the integrally looped lining steel bars, and the stability of the steel bar cage of the fabricated lining tunnel structure is difficult to control. The assembled lining structure side wall adopts a cast-in-situ process, and the arch part is assembled by prefabricated segment. The arch is needed to be cut off by the side wall reinforcement cage, the side wall reinforcement is not integrally looped, the two side wall reinforcement cages on the left side and the right side are respectively in a cantilever state, the original positioning and reinforcing mode cannot meet the stability of a cantilever reinforcement structure, the side wall reinforcement cage is inclined inwards or bounces towards the primary support side easily, and the stability requirement of the cantilever reinforcement cage cannot be met.
Disclosure of Invention
The invention aims to provide a control construction precaution for the stability of the vertical formwork of a cast-in-situ lining side wall reinforcement cage of a tunnel, which not only can prevent the lining side wall reinforcement cage from rebounding towards the primary support side, but also can prevent the lining side wall reinforcement cage from tilting inwards, and ensures the stability of the side wall reinforcement cage to be good.
The technical scheme adopted by the invention is as follows: a construction method for preventing the high cantilever tunnel side wall lining reinforcement cage from tilting inwards comprises the following steps:
step A, a plurality of section steel are buried at intervals along the longitudinal direction of the pouring front edge of the side base, the part of the section steel above the exposed side base is arranged between the inner side circumferential main ribs and the outer side circumferential main ribs of the design position of the side wall reinforcement cage, the upper end of the section steel is gradually inclined outwards relative to the lower end, the longitudinal distance of the section steel is consistent with the longitudinal distance of the circumferential main ribs of the side wall reinforcement cage, and then the pouring of the side base is carried out;
step B, binding a tunnel lining side wall reinforcement cage after the side base concrete reaches a certain strength;
the tunnel lining side wall reinforcement cage comprises lining outer side annular main ribs, lining inner side annular main ribs, lining outer side longitudinal skeleton ribs, lining inner side longitudinal skeleton ribs and radial ribs, lining side wall reinforcement cages on the left side and the right side are bound at the same time, lining outer side annular main ribs on the left side and the right side are connected into a ring at a tunnel arch part, lining inner side annular main ribs on the left side and the right side are matched with tunnel side walls in height, one end of each radial rib, which is close to each lining outer side annular main rib, is bent to be 7-shaped, and bent parts are arranged along the lining outer side annular main ribs in a parallel mode; binding the upper end of the section steel with the corresponding lining outer side circumferential main rib, and tensioning and connecting the lining inner side circumferential main rib with the corresponding section steel by adopting an external iron wire; the top ends of lining side wall reinforcement cages on the left side and the right side are respectively provided with a tie anchor rod, the tie anchor rods are 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 reinforcement cage, and the inner side ends of the tie anchor rods are vertically driven into a tunnel rock soil layer;
c, positioning a side wall template trolley, and pouring side wall lining concrete;
the side wall template trolley comprises a side die, a top die, a side die and a layered pouring system, wherein the top die is 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 bulge is arranged on the lower surface of the cover part and used for forming a hemispherical groove at the top of the side wall, and the lower end of the inner side part is hinged with the side die through a hinge point;
after the side wall template trolley is in place, the exposed section of the tie anchor rod of the tunnel lining side wall reinforcement cage is required to be cut off, and then side wall lining concrete is poured; taking a hinge point of the side wall template trolley as a boundary point, and carrying out layered pouring on the side wall below the hinge point by adopting a layered pouring system; pumping fine stone concrete is adopted for vibrating and pouring the side wall above the hinging point of the trolley, pumping and pouring of fine stone concrete are carried out downwards from the top of the top mould, an inserted vibrating rod is adopted for vibrating in the pouring process of fine stone concrete at the top, the situation that the concrete is fully poured and compacted at the corner position of the top mould and the inner side part and the hemispherical groove position of the top of the side wall is ensured, and then concrete surface collection is carried out, so that the concrete at the top surface of the side wall is ensured to be smooth; and after the strength of concrete at the hemispherical groove at the top of the lining side wall reaches 13MPa, the top mould is removed.
As an optimization of the scheme, the tunnel lining side wall reinforcement cage further comprises a reinforcing reinforcement bar, wherein the reinforcing reinforcement bar is arranged at the upper part of the tunnel lining side wall reinforcement cage so as to strengthen the strength of a top splicing position, and the reinforcing reinforcement bar is a net structure surrounded by an n-shaped outer side annular reinforcement bar, an n-shaped inner side annular reinforcement bar, a radial reinforcement bar and a longitudinal reinforcement bar; the outer side annular reinforcing ribs of the 'n' shape are bound on the lining outer side annular main rib, the top ends of the outer side annular reinforcing ribs of the 'n' shape extend to the upper side of the lining outer side annular main rib, the inner side annular reinforcing ribs of the 'n' shape are bound on the lining inner side annular main rib, and the top ends of the inner side annular reinforcing ribs of the 'n' shape extend to the upper side of the lining inner side annular main rib, so that an 'n' -shaped lug is formed on the inner side and the outer side of the hemispherical groove of the tunnel lining side wall reinforcement cage respectively, and the inner side 'n' -shaped lug is higher than the outer side 'n' -shaped lug. The joint of the top of the side wall and the prefabricated segment of the arch part is stressed complicated and is easy to collide in the construction process, and reinforcing bars are additionally arranged in a certain range of cast-in-situ side wall reinforcement cages at the joint so as to enhance the strength at the splicing position; the reinforcing ribs adopt a net structure formed by surrounding an n-shaped outer circumferential reinforcing rib plus an n-shaped inner circumferential reinforcing rib plus a radial reinforcing rib plus a longitudinal reinforcing rib, and an n-shaped lug is formed on the inner side and the outer side of the hemispherical groove of the tunnel lining side wall reinforcement cage respectively, so that the splicing strength of the hemispherical groove position is further enhanced.
Further preferably, the outer side end of the tie anchor rod is welded and fixed with an 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 main ribs on an outer ring are connected into a ring, the outer side end of the tie anchor rod is welded with an n-shaped lug on the inner side of the reinforcing rib to form a crossed stress structure for pulling the outer rib in the circumferential direction and the inner rib in the radial direction, and the stability of the reinforcement cage in the vertical mold is better.
Further preferably, the lining outer side annular main rib of the tunnel lining side wall reinforcement cage is gradually inclined towards the tunnel wall, so that the width of the upper part of the tunnel lining side wall reinforcement cage is gradually increased. The width of the top of the reinforcement cage is increased, the annular main ribs outside the lining are limited to incline towards the tunnel wall gradually, the annular main ribs inside the lining are unchanged, and the stability of the whole structure is better.
Further preferably, the longitudinal spacing of the lining outer side annular main rib, the lining inner side annular main rib and the tie anchor rod is 2m, and the annular spacing of the lining outer side longitudinal skeleton rib, the lining inner side longitudinal skeleton rib and the radial rib is 2m; the diameters of the lining outer side annular main ribs and the lining inner side annular main ribs are phi 25mm, and the diameter of the tie anchor rod is phi 32mm; the lining outer side longitudinal skeleton rib, the lining inner side longitudinal skeleton rib and the reinforcing reinforcement rib are all made of steel bars with phi 10 mm.
Further preferably, the section steel is I-steel, and the depth of the section steel embedded into the edge base is 0.5m.
The invention has the beneficial effects that:
(1) The tunnel lining side wall reinforcement cage adopts a fixing mode that an outer side annular main rib is completely annular, an inner side annular main rib is disconnected, an outer side longitudinal skeleton rib and a radial rib are bent to form a 7 shape and a tie anchor rod, pre-buried section steel is combined before edge base pouring, and the mode that an outer pull iron wire is adopted to tightly connect the lining inner side annular main rib with the corresponding section steel during reinforcement cage binding is adopted to jointly ensure that side wall reinforcement does not rebound to a primary support side and does not incline inwards, ensure the stability and construction safety of cantilever-state reinforcement during side wall lining reinforcement binding, and ensure that the thickness of a side wall reinforcement protection layer meets design requirements;
(2) The side wall reinforcement cages on the left side and the right side are connected into a ring only through the main ribs on the outer ring, the main ribs on the inner ring are disconnected respectively, so that the stability of the side wall reinforcement cages on the left side and the right side can be ensured, enough space can be vacated for assembling the arch prefabricated pipe pieces, and the arch prefabricated pipe pieces are installed in a lifting mode from bottom to top;
(3) The whole side wall template trolley top mould is L-shaped, is divided into a cover part and an inner side part, adopts a hinged structure, adopts fine stone concrete above a hinged point, and adopts a vibrating rod to vibrate and manually receive a surface; the traditional layered pouring is adopted below the hinge point, the demolding time of the cover mold and the demolding time of the template trolley are controlled, the inward tilting of the lining side wall can be prevented, the safety and the deformation of high-cantilever concrete are controlled, and the accurate lap joint with the arch precast concrete is realized;
(4) The hemispherical grooves are formed in the tops of the side walls and spliced with hemispherical protrusions of the prefabricated arch duct pieces, so that working stress can be effectively reduced, abrasion can be effectively relieved, and negative conditions of bending, cracking and breakage of components are reduced.
Drawings
Fig. 1 is a schematic structural view of a side wall reinforcement cage before modification.
Fig. 2 is a partial enlarged view of fig. 1.
Fig. 3 is a schematic view of the installation of the side wall reinforcement cage and the embedded section steel of the present invention.
Fig. 4 is a schematic structural view of the side wall reinforcement cage of the present invention.
Fig. 5 is a partial enlarged view of fig. 4.
Fig. 6 is a schematic structural view of the radial rib.
Fig. 7 is a view showing a state of use of the side wall form dolly.
Detailed Description
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
according to the construction method for controlling the stability of the reinforcement cage formwork of the cast-in-situ lining side wall of the tunnel shown in fig. 3-6, the method comprises the following steps:
and A, embedding a plurality of section steel 13 at longitudinal intervals along the casting front edge of the side base 12, wherein the part of the section steel 13 above the exposed side base 12 is arranged between the inner and outer circumferential main ribs of the design position of the side wall reinforcement cage so as to ensure that the section steel 13 is hidden in the side wall reinforcement cage when the side wall reinforcement cage is bound. The upper end of the section steel 13 is gradually inclined outwards relative to the lower end, so that the upper end of the section steel 13 can be propped against the lining outer side annular main rib 1 of the side wall reinforcement cage, and then the lining inner side annular main rib 2 is in tensioning connection with the corresponding section steel 13 by adopting an external iron wire 14, so that the side wall reinforcement cage can not incline inwards. The longitudinal spacing of the section steel 13 is consistent with the longitudinal spacing of the annular main ribs of the side wall reinforcement cage, namely, each annular lining outer annular main rib 1 and each lining inner annular main rib 2 correspond to one section steel together. The section steel 13 is preferably an I-steel, and the depth of the section steel 13 embedded in the side base 12 is 0.5m. And after the profile steel is embedded, pouring the edge base.
And B, binding a tunnel lining side wall reinforcement cage after the side base concrete reaches a certain strength.
The tunnel lining side wall reinforcement cage mainly comprises lining outer side annular main ribs 1, lining inner side annular main ribs 2, lining outer side longitudinal skeleton ribs 3, lining inner side longitudinal skeleton ribs 4 and radial ribs 6. The lining side wall reinforcement cages on the left side and the right side are bound simultaneously, the lining outer side annular main ribs 1 on the left side and the right side are connected into a ring at the arch part of the tunnel, the lining inner side annular main ribs 2 on the left side and the right side are matched with the height of the side wall of the tunnel, and the lining inner side annular main ribs on the left side and the right side are disconnected respectively so as to vacate the space on the inner ring for splicing prefabricated segments of the arch part.
One end of the radial rib 6, which is 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 parallel line manner so as to increase the strength of the lining outer side 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 in tensioning connection with the corresponding section steel 13 by adopting an external iron wire 14.
The top ends of 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 are 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.
And C, positioning the side wall template trolley, and pouring side wall lining concrete.
As shown in fig. 7, the side wall form trolley 15 is composed of side forms 15a, top forms 15b, side forms, and layered casting systems 15 c. The top mold 15b is integrally L-shaped and includes a cover portion and an inner portion, the height of the inner portion is larger than the width of the cover portion, a hemispherical protrusion is provided on the lower surface of the cover portion for forming a hemispherical groove 7 (shown in fig. 5), and the lower end of the inner portion is hinged with the side mold through a hinge point 15 d.
After the side wall template trolley is in place, the exposed section of the tie anchor rod (5) of the tunnel lining side wall reinforcement cage is required to be cut off, and then side wall lining concrete is poured. The left-right and up-down moving distance of the side wall template trolley is accurately controlled, so that the accurate positioning of the cast-in-situ side wall with an error of 3-5 mm is realized, the requirement on the assembly precision of the tunnel lining segments is ensured, and the accurate positioning is realized.
Side wall layering pouring below the trolley hinge point: and taking a hinge point 15d of the side wall template trolley as a boundary point, and carrying out layered pouring on the side wall below the hinge point 15d by adopting a layered pouring system 15c, wherein the layered pouring mode is the same as that of the traditional pouring mode. And monitoring the positioning accuracy 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 accuracy.
The side wall above the trolley hinge point adopts pumping fine stone concrete to vibrate and pour, and is specifically: the pumping pouring of fine stone concrete is carried out downwards from the top of the top die 15b, an inserted vibrating rod is needed to be adopted for vibrating in the pouring process of the fine stone concrete at the top, the full compaction of concrete at the corner position of the top die 15b and the inner side part and the hemispherical groove position of the top of the side wall is ensured, and then the concrete collecting surface is carried out, so that the smoothness of the concrete at the top surface of the side wall is ensured.
And after the concrete strength of the hemispherical groove at the top of the lining side wall reaches 13MPa, the top die 15b is removed. And 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 bars are arranged on the upper part of the tunnel lining side wall reinforcement cage so as to strengthen the strength of the splicing position of the top. The reinforcing rib is a net structure surrounded by an n-shaped outer circumferential reinforcing rib 8, an n-shaped inner circumferential reinforcing rib 9, a radial reinforcing rib 10 and a longitudinal reinforcing rib 11. The n-shaped outer circumferential reinforcing rib 8 is bound on the lining outer circumferential main rib 1, the top end of the n-shaped outer circumferential reinforcing rib 8 extends to the upper side of the lining outer circumferential main rib 1, the n-shaped inner circumferential reinforcing rib 9 is bound on the lining inner circumferential main rib 2, and the top end of the n-shaped inner circumferential reinforcing rib 9 extends to the upper side of the lining inner circumferential main rib 2, so that an n-shaped lug is formed on the inner side and the outer side of the hemispherical groove 7 of the tunnel lining side wall reinforcement cage, and the n-shaped lug on the inner side is higher than the n-shaped lug on the outer side.
In addition, the outer side end of the tie anchor rod 5 is welded and fixed with the n-shaped lugs on the inner side of the reinforcing ribs and is positioned above the n-shaped lugs on the outer side.
The lining outer circumferential main rib 1 of the tunnel lining side wall reinforcement cage gradually inclines towards the tunnel wall, so that the width of the upper portion of the tunnel lining side wall reinforcement cage is gradually increased.
Preferably, the longitudinal spacing of the lining outer side annular main rib 1, the lining inner side annular main rib 2 and the tie anchor rods 5 is 2m, and the circumferential spacing of the lining outer side longitudinal skeleton rib 3, the lining inner side longitudinal skeleton rib 4 and the radial rib 6 is 2m; the diameters of the lining outer side annular main ribs 1 and the lining inner side annular main ribs 2 are phi 25mm, and the diameter of the tie anchor rod 5 is phi 32mm; the lining outer side longitudinal skeleton rib 3, the lining inner side longitudinal skeleton rib 4 and the reinforcing reinforcement are all made of steel bars with phi 10 mm.
In the actual construction process, the step-assembled structural form of the side wall and the prefabricated segment of the arch part is also tried, as shown in fig. 1. In the practical application process, the construction quality control difficulty of the structural form of the step assembly is high, and the analysis reasons are as follows:
1) Because of factors such as template positioning accuracy, concrete shrinkage deformation, whole convergence deformation of the side wall and the like, the cast-in-situ side wall has a corner at the step position, and the construction accuracy cannot meet the design requirement, so that gaps exist in contact when the prefabricated arch duct pieces are assembled, the contact surfaces along the radial direction of the lining rings cannot be contacted or locally (point) contacted, the side wall and the prefabricated arch duct piece lining cannot transmit axial force, and the structural stability of the side wall is affected.
2) The vibration of the top of the cast-in-situ side wall is problematic, because the top of the side wall has corner steps, the requirement on forming precision is high, the concrete injection of the top of the side wall is difficult to deepen, the quality defect of the concrete at the joint of the top of the side wall is caused, in the injection process, coarse aggregate is caused to sink if a vibrator is adopted, and the joint casting is not full if an attached vibrator is adopted;
3) The corner step cover die is easy to be blocked in the process of removing, the proper die removing time of the side wall is difficult to be mastered, the concrete corner is easy to be broken due to early removal time (strength is not reached), and the die plate is easy to adhere to the concrete after the removal time, so that the die removing difficulty is increased. Even if the first plate side wall lining strength reaches 13MPa and then the cover mould is removed, part of the concrete surface is damaged during demoulding, and the mould removing strength is controlled at 15-20MPa to ensure the integrity of the concrete surface, but the mould removing difficulty is increased;
4) When the prefabricated arch duct pieces are assembled after the side wall pouring is completed, the prefabricated arch duct pieces are adjusted to be aligned due to the existence of the corner steps, and collision damage is very easy to occur.
Therefore, the corner steps are optimized to be hemispherical joints on the basis of splicing the prefabricated segments of the arch part and the cast-in-situ side wall lining. Compared with the corner step, the hemispherical joint greatly reduces friction between the prefabricated arch duct piece and the cast-in-situ side wall during installation, the installation speed is faster than that of the corner step, collision between lining concrete is reduced, the unfilled edges and the corners are reduced, the hemispherical joint is compact, axial force of the side wall and the prefabricated arch duct piece can be effectively transferred, the side wall is stable in structure, the difficulty that axial force cannot be transferred between the corner step side wall and the prefabricated arch duct piece, the structural stability of the side wall is affected is overcome, the structural form is reasonable in stress, good in stability and economical and feasible, the secondary lining defect of the arch in the driving limit range of the whole railway tunnel is eliminated, and the novel requirements of national assembly type component development can be met.
Claims (6)
1. The construction method for controlling the stability of the vertical formwork of the reinforcement cage of the cast-in-situ lining side wall of the tunnel is characterized by comprising the following steps:
step A, embedding a plurality of section steels (13) at longitudinal intervals along the casting front edge of the side base (12), enabling the part, above the section steels (13), of the section steels (13) to be exposed out of the position between the inner side and the outer side of the circumferential main ribs of the design position of the side wall reinforcement cage, enabling the upper ends of the section steels (13) to incline outwards gradually relative to the lower ends, enabling the longitudinal spacing of the section steels (13) to be consistent with the longitudinal spacing of the circumferential main ribs of the side wall reinforcement cage, and then casting the side base;
step B, binding a tunnel lining side wall reinforcement cage after the side base concrete reaches a certain strength;
the tunnel lining side wall reinforcement cage comprises lining outer side annular main ribs (1), lining inner side annular main ribs (2), lining outer side longitudinal skeleton ribs (3), lining inner side longitudinal skeleton ribs (4) and radial ribs (6), wherein the lining side wall reinforcement cage on the left side and the lining outer side is bound at the same time, the lining outer side annular main ribs (1) on the left side and the lining outer side are connected into rings on tunnel arch parts, the lining inner side annular main ribs (2) on the left side and the lining inner side are matched with the tunnel side walls in height, one end of the radial ribs (6) close to the lining outer side annular main ribs (1) is bent to be 7-shaped, and bent parts are arranged along the lining outer side annular main ribs (1) in parallel; binding the upper end of the section steel (13) with the corresponding lining outer side circumferential main rib (1), and tensioning and connecting the lining inner side circumferential main rib (2) with the corresponding section steel (13) by adopting an external iron wire (14); the top ends of lining side wall reinforcement cages on the left side and the right side are respectively provided with a tie anchor rod (5), the tie anchor rods (5) are 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 reinforcement cage, and the inner side ends of the tie anchor rods are vertically driven into a tunnel rock soil layer;
c, positioning a side wall template trolley, and pouring side wall lining concrete;
the side wall template trolley (15) comprises a side die (15 a), a top die (15 b), a side die and a layered pouring system (15 c), wherein the top die (15 b) is L-shaped as a whole, the side wall template trolley 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 bulge is arranged on the lower surface of the cover part and is used for forming a hemispherical groove at the top of a side wall, and the lower end of the inner side part is hinged with the side die through a hinge point (15 d);
after the side wall template trolley is in place, the exposed section of the tie anchor rod (5) of the tunnel lining side wall reinforcement cage is required to be cut off, and then side wall lining concrete is poured; taking a hinge point (15 d) of the side wall template trolley as a boundary point, and carrying out layered pouring on the lower side wall of the hinge point (15 d) by adopting a layered pouring system (15 c); pumping fine stone concrete is adopted for vibrating and pouring the side wall above the trolley hinge point, pumping and pouring of fine stone concrete are carried out downwards from the top of the top mould (15 b), plug-in vibrating bars are adopted for vibrating in the pouring process of fine stone concrete at the top, the situation that the concrete is fully poured and compacted at the corner position of the top mould (15 b) and the inner side part and the hemispherical groove position of the top of the side wall is ensured, and then concrete surface collection is carried out, so that the top surface concrete of the side wall is ensured to be smooth; and after the concrete strength of the hemispherical groove at the top of the lining side wall reaches 13MPa, the top mould (15 b) is removed.
2. The method for controlling the stability of the reinforcement cage formwork of the cast-in-situ lining side wall of the tunnel according to claim 1 is characterized in that: the tunnel lining side wall reinforcement cage further comprises a reinforcing reinforcement bar, wherein the reinforcing reinforcement bar is arranged at the upper part of the tunnel lining side wall reinforcement cage so as to strengthen the strength of a top splicing position, and the reinforcing reinforcement bar is a net structure surrounded by an n-shaped outer side annular reinforcement bar (8), an n-shaped inner side annular reinforcement bar (9), a radial reinforcement bar (10) and a longitudinal reinforcement bar (11); the n-shaped outer side annular reinforcing ribs (8) are bound on the lining outer side annular main rib (1), the top ends of the n-shaped outer side annular reinforcing ribs (8) extend to the upper portion of the lining outer side annular main rib (1), the n-shaped inner side annular reinforcing ribs (9) are bound on the lining inner side annular main rib (2), and the top ends of the n-shaped inner side annular reinforcing ribs (9) extend to the upper portion of the lining inner side annular main rib (2), so that an n-shaped lug is formed on the inner side and the outer side of the hemispherical groove (7) of the tunnel lining side wall reinforcement cage, and the n-shaped lugs on the inner side are higher than the n-shaped lugs on the outer side.
3. The method for controlling the stability of the reinforcement cage formwork of the cast-in-situ lining side wall of the tunnel according to claim 2, which is characterized in that: the outer side end of the tie anchor rod (5) is welded and fixed with an 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 method for controlling the stability of the reinforcement cage formwork of the cast-in-situ lining side wall of the tunnel according to claim 1 is characterized in that: the lining outer side annular main rib (1) of the tunnel lining side wall reinforcement cage gradually inclines towards the tunnel wall, so that the width of the upper portion of the tunnel lining side wall reinforcement cage is gradually increased.
5. The method for controlling the stability of the reinforcement cage formwork of the cast-in-situ lining side wall of the tunnel according to claim 1 is characterized in that: the longitudinal spacing between the lining outer side circumferential main rib (1), the lining inner side circumferential main rib (2) and the tie anchor rods (5) is 2m, and the circumferential spacing between the lining outer side longitudinal skeleton rib (3), the lining inner side longitudinal skeleton rib (4) and the radial rib (6) is 2m; the diameters of the lining outer side annular main ribs (1) and the lining inner side annular main ribs (2) are phi 25mm, and the diameter of the tie anchor rod (5) is phi 32mm; the lining outer side longitudinal skeleton rib (3), the lining inner side longitudinal skeleton rib (4) and the reinforcing reinforcement are all made of steel bars with the diameter of 10 mm.
6. The method for controlling the stability of the reinforcement cage formwork of the cast-in-situ lining side wall of the tunnel according to claim 1 is characterized in that: the section steel (13) is I-shaped steel, and the depth of the section steel (13) embedded into the side base (12) is 0.5m.
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