CN115095330A - Construction method for excavating holes in hidden mode on secondary lining structure of urban existing tunnel - Google Patents
Construction method for excavating holes in hidden mode on secondary lining structure of urban existing tunnel Download PDFInfo
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- CN115095330A CN115095330A CN202210653013.3A CN202210653013A CN115095330A CN 115095330 A CN115095330 A CN 115095330A CN 202210653013 A CN202210653013 A CN 202210653013A CN 115095330 A CN115095330 A CN 115095330A
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- 238000010276 construction Methods 0.000 title claims abstract description 56
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 64
- 239000010959 steel Substances 0.000 claims abstract description 64
- 238000009412 basement excavation Methods 0.000 claims abstract description 17
- 238000000034 method Methods 0.000 claims abstract description 16
- 238000006243 chemical reaction Methods 0.000 claims abstract description 7
- 238000003466 welding Methods 0.000 claims description 6
- 239000011248 coating agent Substances 0.000 claims description 5
- 238000000576 coating method Methods 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 230000002441 reversible effect Effects 0.000 claims description 3
- 238000007788 roughening Methods 0.000 claims description 3
- 238000010030 laminating Methods 0.000 claims description 2
- 230000008093 supporting effect Effects 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 8
- 229910052742 iron Inorganic materials 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 239000000835 fiber Substances 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000010079 rubber tapping Methods 0.000 description 2
- 230000001154 acute effect Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000006185 dispersion Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000010422 painting Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/008—Driving transverse tunnels starting from existing tunnels
-
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D15/00—Props; Chocks, e.g. made of flexible containers filled with backfilling material
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D15/00—Props; Chocks, e.g. made of flexible containers filled with backfilling material
- E21D15/50—Component parts or details of props
- E21D15/54—Details of the ends of props
- E21D15/55—Details of the ends of props of prop heads or feet
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method for excavating a hole in a hidden way on a secondary lining structure of an existing urban tunnel, which comprises the following steps: carrying out steel upright temporary supporting construction on the existing tunnel structure at the designed tunnel intersection; excavating a leading tunnel of the newly-built tunnel and constructing temporary support; reversely expanding and excavating the newly-built tunnel, excavating a standard section of the newly-built tunnel and carrying out primary support construction; constructing a portal frame structure conversion system at the tunnel intersection; dismantling the temporary supports of the existing tunnel structure; and in the construction process, the deformation of the existing tunnel secondary lining structure is continuously monitored. The invention has the beneficial effects that: according to the construction method, safety guarantee is provided for the excavation construction process through the temporary steel supports and the advanced large pipe shed, the damage degree of the existing tunnel structure is reduced through the advanced pilot tunnel and the door-shaped frame structure, disturbance to the existing tunnel structure is reduced, bearing capacity and stress conversion among structures are enhanced, the safety of the existing tunnel secondary lining structure is guaranteed, and the anti-leakage capacity among new and old structures is improved through the waterproof and drainage enhancement system.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a construction method for excavating holes in an existing tunnel secondary lining structure in a city.
Background
When the common highway or railway is constructed by newly building a tunnel, the opening is directly opened on the mountain or rock surface to enter the tunnel, the stress condition of the surrounding rock is simple, and the stability is relatively easy to control. Different from newly-built tunnels, in many urban underground projects, the tunnel group condition that new and old structures are broken and combined to form an intercrossed interface exists by stages. The opening is newly built on the existing tunnel structure, if a conventional excavation hole-entering measure or mode is adopted, the damage range of the existing tunnel structure is relatively large, the caused safety disturbance is also large, and the safety of the existing tunnel structure cannot be guaranteed. In addition, the fact that in the construction process, the opening cannot be effectively sealed for a long time, the combination difficulty of a new structure and an old structure is high, the waterproof influence range is large and the like are all adverse factors faced when a common hole entering mode is adopted. Patent document CN112431606A discloses a construction method of a large-section T-shaped cross tunnel group, which controls the construction safety of a large-section tunnel entering a small-section tunnel through a construction method, and also relates to the stress conversion problem of a transition support structure, but the construction method is a synchronous construction method of a tunnel group and does not relate to the safety problem of the existing tunnel secondary lining structure. Therefore, a construction method for excavating a hole in the existing tunnel secondary lining structure is needed to solve the technical challenges faced by the conventional hole-entering manner.
Disclosure of Invention
In view of the above, the present invention aims to provide a construction method for excavating a hole in an existing tunnel secondary lining structure in an urban area, so as to ensure the safety and construction safety of the existing tunnel secondary lining structure, ensure the stress transmission and bearing capacity between new and old sections to be effectively combined, and ensure the leakage resistance between the new and old structures.
The technical scheme is as follows:
a construction method for excavating holes in a hidden mode on a secondary lining structure of an existing urban tunnel is characterized by comprising the following steps:
step S1, performing temporary steel column supporting construction on the existing tunnel structure at the designed tunnel intersection;
step S2, excavating a pilot tunnel of the newly-built tunnel and constructing temporary support;
step S3, performing reverse expanding excavation, standard section excavation and primary support construction of the newly-built tunnel;
step S4, constructing a portal frame structure conversion system at the tunnel intersection;
step S5, removing the temporary support of the existing tunnel structure;
and in the process of the steps S2-S5, the deformation of the existing tunnel secondary lining structure is continuously monitored.
In an embodiment, in step S1, the temporary supports include steel columns and steel tie beams, the steel columns are erected in the existing tunnel, the steel columns are respectively disposed on two sides of the entrance of the newly-built designed tunnel, the steel tie beams are connected between the steel columns, and the steel tie beams support the secondary lining structure of the existing tunnel.
In one embodiment, the step S2 includes:
step S21, constructing the advanced large pipe shed by leading a tunnel in advance;
and step S22, performing pilot tunnel excavation and temporary support erection according to the tunnel entering direction of the newly-built tunnel.
In an embodiment, the step S21 is specifically:
constructing an advanced large pipe shed outside the excavation contour line of the advanced pilot tunnel, wherein the length of a shed pipe of the advanced large pipe shed is 10m, the ring distance is 0.4m, and the inclination angle is 1-2 degrees.
In one embodiment, each of the shed pipes is formed by connecting two pipe sections with a length difference of more than 1m, and joints of two adjacent shed pipes are staggered.
In one embodiment, during the construction process of step S3, the tunnel is reversely excavated to the wall back of the existing tunnel side wall structure, and during the expanding excavation process, the temporary support of the leading pilot tunnel is gradually removed, and simultaneously the primary support of the main tunnel of the newly-built tunnel is constructed.
In one embodiment, the step S4 includes:
s41, excavating a foundation trench of the door-shaped frame structure, effectively connecting the door-shaped frame structure with a steel skeleton and a waterproof layer stripped from the existing tunnel secondary lining structure, and performing construction joint treatment;
s42, embedding grouting pipes, reserving embedded pipelines at the positions of the cross beams of the door-shaped frame structure, pouring the upright posts of the door-shaped frame structure, and pouring the cross beams.
In one embodiment, the step S41 is specifically executed by: the method comprises the steps of manually excavating a foundation groove of the door-shaped frame structure, laying a steel framework of the door-shaped frame structure in the foundation groove, welding the steel framework with a steel bar stripped from an existing tunnel secondary lining structure, effectively welding a waterproof layer of the door-shaped frame structure with a waterproof layer stripped from the existing tunnel secondary lining structure, arranging a drainage blind pipe for drainage, arranging a water swelling water stop strip after cleaning and roughening a joint concrete surface, and coating a cement permeable crystalline coating on a cross section.
In one embodiment, after the door frame structure and the newly built tunnel head mould second lining concrete reach the designed strength, the step S5 is performed to manually remove the temporary support.
In an embodiment, above-mentioned steel tie beam includes two piece at least crossbeams along existing tunnel trend parallel arrangement, the crossbeam top is supported there is the tripod, the hypotenuse of tripod is equipped with a set of ejector pin immediately, and is same on the tripod the ejector pin distributes along the hypotenuse of this tripod, the ejector pin stretches out to existing tunnel vault direction, all the end that stretches out of ejector pin supports same flexible rigging board, the ejector pin retractable with the tripod is connected to the roof pressure flexible rigging board makes its laminating existing tunnel vault.
Compared with the prior art, the invention has the beneficial effects that: the construction method provides safety guarantee for the excavation construction process through the temporary steel supports and the advanced large pipe shed, reduces the damage degree of the existing tunnel structure through the advanced pilot tunnel and the door-shaped frame structure, reduces disturbance to the existing tunnel structure, strengthens the bearing capacity and stress conversion between structures, ensures the safety of the existing tunnel secondary lining structure, and improves the leakage resistance between new and old structures through the construction method of the waterproof and drainage strengthening system.
Drawings
FIG. 1 is a plan view of a buried tunnel in an existing tunnel liner structure;
FIG. 2 is a front view of a tunnel with an existing tunnel secondary lining structure excavated into a hole;
FIG. 3 is a side view of a tunnel with an existing tunnel secondary lining structure with a hole excavated therein;
FIG. 4 is a schematic structural view of a temporary support for a steel column;
fig. 5 is an enlarged view of a portion m in fig. 4.
Detailed Description
The present invention will be further described with reference to the following examples and the accompanying drawings.
As shown in fig. 1 to 3, a construction method for excavating a hole in a hidden manner on an existing urban tunnel secondary lining structure comprises the following steps:
step S1, performing steel column temporary support 1 construction on the existing tunnel structure at the designed tunnel intersection;
step S2, excavating a pilot tunnel of the newly-built tunnel and constructing temporary support;
step S3, performing reverse expanding excavation, standard section excavation and primary support construction of the newly-built tunnel;
step S4, constructing a portal frame structure conversion system at the tunnel intersection;
step S5, removing the temporary support of the existing tunnel structure;
and in the process of the steps S2-S5, the deformation of the existing tunnel secondary lining structure is continuously monitored.
Before the step S2 begins, a deformation monitoring observation point is laid above the excavation contour line of the designed pilot tunnel 2, and the deformation of the existing tunnel secondary lining structure is continuously monitored in the subsequent construction process. Step S2 is then performed:
step S21, constructing the advanced large pipe shed 5 of the pilot tunnel 2 in advance, wherein the construction method comprises the following steps: constructing an advanced large pipe shed 5 outside the excavation contour line of the advanced pilot tunnel 2, wherein the length of a shed pipe of the advanced large pipe shed 5 is 10m, the ring distance is 0.4m, and the inclination angle is 1-2 degrees;
and step S22, excavating the pilot tunnel 2 and erecting temporary supports according to the tunnel entering direction of the newly-built tunnel. The temporary arch support of the advanced pilot tunnel 2 needs to be provided with a foot-locking anchor rod at each arch foot and arch raising line node.
When the existing tunnel concrete structure is broken, manual breaking is adopted to reduce disturbance to the structure.
For the condition that the construction space is limited, in order to facilitate construction, each shed pipe is formed by connecting two sections of pipe sections with the length difference of more than 1m, and the joints of two adjacent shed pipes are staggered. For example, the shed pipe is formed by two 4m and 6m long pipe sections which are arranged in sections and have the size of
The pipe shed pre-grouting adopts M30 cement grout, thereby providing safety guarantee in the excavation construction process.
The prior pilot tunnel 2 excavation should reduce the disturbance to the structure as far as possible, guarantees short footage, one excavates one, and the temporary support adopts the form that the shaped steel bow member cooperates with the anchor net and spouts, guarantees structure safety.
And in the step S3, reversely expanding and excavating to the wall back of the existing tunnel side wall structure, gradually removing the temporary support of the prior pilot tunnel in the expanding and excavating process, constructing the primary support of the main tunnel of the newly-built tunnel, and ensuring the structure safety by adopting the form of matching the profile steel arch with the anchor net spraying. On the basis, a door-shaped frame structure foundation trench is excavated.
The step S4 specifically includes:
s41, excavating a foundation trench of the door-shaped frame structure, effectively connecting the door-shaped frame structure with a steel skeleton and a waterproof layer stripped from the existing tunnel secondary lining structure, and performing construction joint treatment;
the method comprises the following steps of (1) manually excavating a foundation groove of the door-shaped frame structure, laying a steel framework of the door-shaped frame structure in the foundation groove, welding the steel framework with a steel bar stripped from an existing tunnel secondary lining structure, effectively welding a waterproof layer of the door-shaped frame structure with a waterproof layer stripped from the existing tunnel secondary lining structure, installing a drainage blind pipe for drainage, installing a water-swelling water stop strip after cleaning and roughening a joint concrete surface, and painting a cement permeable crystalline coating on the cross section;
s42, embedding phi 32 grouting pipes 6, reserving embedded pipelines 7 at the positions of the cross beams 3 of the door-shaped frame structure, pouring the upright posts 4 of the door-shaped frame structure, and pouring the cross beams 3.
And then, performing second lining construction of the newly-built tunnel, and after the door-shaped frame structure and the first formwork second lining concrete of the newly-built tunnel reach the design strength, performing the step S5, and manually and orderly removing the temporary support. And finally, carrying out normalized construction on the newly built tunnel.
The utility model provides a steel stand supports 1 temporarily includes steel stand 110 and steel tie-beam 120, steel stand 110 sets up immediately in existing tunnel, is provided with respectively in the entering entrance to a cave both sides in the newly-built tunnel of design steel stand 110, be connected with between the steel stand 110 steel tie-beam 120, steel tie-beam 120 supports the two lining structures in existing tunnel.
The steel column 110 can adopt
t is 16mm hot-rolled seamless steel pipe. The steel connection beam 120 is a triangular wedge welded by matching double-spliced I16 section steel with a steel plate, a stiffening rib is arranged at the node, the top end of the steel connection beam is tightly attached to the concrete surface of the arch part structure of the existing tunnel, and C20 concrete is poured and fixed on the footing of the steel upright post 110 after prestress is applied. Thereby ensuring the safety of the existing tunnel structure.
For improving the supporting effect, as shown in fig. 4, a steel tie beam 120 includes two at least crossbeams 121 along existing tunnel trend parallel arrangement, crossbeam 121 top is supported tripod 122, a set of ejector pin 123 is found on the hypotenuse of tripod 122, it is same on the tripod 122 the ejector pin 123 distributes along the hypotenuse of this tripod 122, ejector pin 123 stretches out to existing tunnel vault direction, all the end that stretches out of ejector pin 123 supports same flexible binding plate 130, ejector pin 123 telescopically with tripod 122 is connected, and the roof pressure flexible binding plate 130 makes its binding existing tunnel vault. Therefore, the supporting force of the steel upright column temporary support 1 to the existing tunnel vault is distributed more uniformly, and the stress concentration is reduced.
As shown in fig. 5, the flexible attachment plate 130 includes a rubber sheet 131, and the rubber sheet 131 is internally wrapped with a reinforcing iron sheet 133. The rubber plate 131 is attached to the existing tunnel vault, one side of the rubber plate 131, facing away from the existing tunnel vault, is formed with a group of anti-slip grooves 132, the anti-slip grooves 132 extend in the direction parallel to the axial direction of the existing tunnel, and all the anti-slip grooves 132 are uniformly distributed in the transverse direction of the existing tunnel vault. The extending end of the post rod 123 is fixedly provided with a purlin 124, and one surface of the purlin 124 facing the bendable attaching plate 130 is an arc-shaped pressing surface matched with the anti-slip groove 132.
Specifically, the reinforcing iron plate 133 has a pair of parallel convex strips integrally formed on a side thereof facing the anti-slip grooves 132. After the reinforcing iron plate 133 is wrapped in the rubber sheet 131, the anti-slip grooves 132 are formed on the surface of the rubber sheet 131 between two adjacent ridges. The reinforcing iron plates 133 increase the rigidity and strength of the rubber plates 131 and also contribute to the dispersion of the pressing force of the purlines 124.
The triangular support 122 may be made of a steel section, and its inclined side may be made of an i-steel or T-steel section, and its wall facing the end plate has a connection hole formed thereon. Two acute angles of the triangular frame 122 respectively press the flexible attachment plate 130 near the edge of the existing tunnel vault and near the edge of the existing tunnel sidewall.
The top rod 123 is connected with the tripod 122 through an end plate, and two rows of connecting holes are distributed on the oblique edge of the tripod 122 along the length direction of the oblique edge.
At least two kidney-shaped holes are formed in the end plate, the length direction of each kidney-shaped hole is parallel to the inclined edge of the tripod 122, and the end plate and the tripod 122 are fixed through the kidney-shaped holes and the connecting holes. The rows of connecting holes can allow the positions of the ejector rods 123 on the oblique sides of the triangular supports 122 to be set as required, and the kidney-shaped holes can allow the positions to be finely adjusted, so that the ejector rods 123 can be fixed at proper positions, and the purlines 124 at the extending ends of the ejector rods 123 are pressed in the anti-skid grooves 132 at corresponding positions.
The ejector rod 123 can use a turn buckle, and the turn buckle consists of a tapping steel pipe and two sections of mantle fiber steel rods which are connected to two ends of the tapping steel pipe and have opposite screw threads, so that telescopic adjustment is realized. The outer ends of the two mantle fiber steel bars are respectively welded with a purline 124 and an end plate.
In step S1, the steel upright 110 is erected, the cross beam 121 is installed to connect the steel upright 110, the tripod 122 and the post rod 123 are installed to primarily fix the rubber plate 131, and then the post rod 123 is adjusted to extend and prop against the flexible attachment plate 130.
Finally, it should be noted that the above-mentioned description is only a preferred embodiment of the present invention, and those skilled in the art can make various similar representations without departing from the spirit and scope of the present invention.
Claims (10)
1. A construction method for excavating holes in an existing urban tunnel secondary lining structure in an invisible mode is characterized by comprising the following steps:
step S1, performing steel column temporary support (1) construction on the existing tunnel structure at the designed tunnel intersection;
step S2, excavating the pilot tunnel (2) of the newly-built tunnel and constructing temporary support;
step S3, performing reverse expanding excavation, standard section excavation and primary support construction of the newly-built tunnel;
step S4, constructing a portal frame structure conversion system at the tunnel intersection;
step S5, removing the temporary support of the existing tunnel structure;
and in the processes of the steps S2-S5, the deformation of the existing tunnel secondary lining structure is continuously monitored.
2. The construction method for excavating holes in the urban existing tunnel secondary lining structure in a concealed mode according to claim 1, wherein the construction method comprises the following steps: in the step S1, the steel column temporary support (1) includes a steel column (110) and a steel linking beam (120), the steel column (110) is vertically arranged in an existing tunnel, the steel column (110) is respectively arranged on two sides of a hole entrance of a newly-built designed tunnel, the steel linking beam (120) is connected between the steel columns (110), and the steel linking beam (120) supports a secondary lining structure of the existing tunnel.
3. The construction method for undercutting and excavating a hole in an existing urban tunnel secondary lining structure according to claim 1, wherein the step S2 comprises:
step S21, constructing the advanced large pipe shed (5) of the pilot tunnel (2) in advance;
and step S22, excavating the pilot tunnel (2) and erecting temporary supports according to the tunnel entering direction of the newly-built tunnel.
4. The construction method for excavating holes in the underground on the existing urban tunnel secondary lining structure according to claim 3, wherein the step S21 is specifically as follows:
constructing an advanced large pipe shed (5) outside the excavation contour line of the advanced pilot tunnel (2), wherein the length of a shed pipe of the advanced large pipe shed (5) is 10m, the ring pitch is 0.4m, and the inclination angle is 1-2 degrees.
5. The construction method for excavating holes in the urban existing tunnel secondary lining structure in a concealed mode according to claim 4, wherein the construction method comprises the following steps: each shed pipe is formed by connecting two sections of pipe sections with the length difference of more than 1m, and joints of two adjacent shed pipes are staggered.
6. The construction method for excavating holes in the urban existing tunnel secondary lining structure in a concealed mode according to claim 1, wherein the construction method comprises the following steps: and in the step S3, reversely expanding and excavating to the wall back of the existing tunnel side wall structure, gradually removing the temporary support of the advanced pilot tunnel in the expanding and excavating process, and constructing the primary support of the main tunnel of the newly-built tunnel.
7. The construction method for undercutting and excavating a hole in an existing urban tunnel secondary lining structure according to claim 3, wherein the step S4 comprises:
s41, excavating a foundation trench of the door-shaped frame structure, effectively connecting the door-shaped frame structure with a steel skeleton and a waterproof layer stripped from the existing tunnel secondary lining structure, and performing construction joint treatment;
s42, embedding grouting pipes (6), reserving embedded pipelines (7) at the positions of the cross beams (3) of the door-shaped frame structure, pouring the upright posts (4) of the door-shaped frame structure, and pouring the cross beams (3).
8. The construction method for excavating holes in the underground of the existing urban tunnel secondary lining structure according to claim 7, wherein the step S41 comprises the following steps: the method comprises the following steps of manually excavating a foundation trench of the door-shaped frame structure, arranging a steel framework of the door-shaped frame structure in the foundation trench, welding the steel framework with a steel bar stripped from the existing tunnel secondary lining structure, effectively welding a waterproof layer of the door-shaped frame structure with a waterproof layer stripped from the existing tunnel secondary lining structure, arranging drainage blind pipes for drainage, arranging a water-swelling water stop strip after cleaning and roughening a joint concrete surface, and coating a cement permeable crystalline coating on the cross section.
9. The construction method for excavating holes in the urban existing tunnel secondary lining structure in a concealed mode according to claim 1, wherein the construction method comprises the following steps: and after the door-shaped frame structure and the newly-built tunnel head mould second lining concrete reach the design strength, performing the step S5, and manually removing the temporary support.
10. The construction method for excavating holes in the urban existing tunnel secondary lining structure in a concealed mode according to claim 2, wherein the construction method comprises the following steps: the steel tie-beam (120) include along two piece at least crossbeams (121) of existing tunnel trend parallel arrangement, crossbeam (121) top is supported tripod (122), the hypotenuse of tripod (122) is equipped with a set of ejector pin (123) immediately, and is same on tripod (122) ejector pin (123) distribute along the hypotenuse of this tripod (122), ejector pin (123) stretch out to existing tunnel vault direction, all the extension end of ejector pin (123) supports same flexible binding plate (130), ejector pin (123) telescopically with tripod (122) are connected to the roof pressure flexible binding plate (130) makes its existing tunnel vault of laminating.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210653013.3A CN115095330A (en) | 2022-06-09 | 2022-06-09 | Construction method for excavating holes in hidden mode on secondary lining structure of urban existing tunnel |
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| CN202210653013.3A CN115095330A (en) | 2022-06-09 | 2022-06-09 | Construction method for excavating holes in hidden mode on secondary lining structure of urban existing tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116181115A (en) * | 2023-03-22 | 2023-05-30 | 浙江华贸建设有限公司 | Supporting device for building construction |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116181115A (en) * | 2023-03-22 | 2023-05-30 | 浙江华贸建设有限公司 | Supporting device for building construction |
| CN116181115B (en) * | 2023-03-22 | 2023-08-15 | 浙江华贸建设有限公司 | Supporting device for building construction |
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