CN111396088B - Construction method for controlling tunnel bottom deformation - Google Patents
Construction method for controlling tunnel bottom deformation Download PDFInfo
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- CN111396088B CN111396088B CN202010290872.1A CN202010290872A CN111396088B CN 111396088 B CN111396088 B CN 111396088B CN 202010290872 A CN202010290872 A CN 202010290872A CN 111396088 B CN111396088 B CN 111396088B
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- 238000010276 construction Methods 0.000 title claims abstract description 30
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 60
- 239000010959 steel Substances 0.000 claims abstract description 60
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 10
- 230000002787 reinforcement Effects 0.000 claims description 31
- 230000000452 restraining effect Effects 0.000 claims description 27
- 239000004567 concrete Substances 0.000 claims description 25
- 238000005507 spraying Methods 0.000 claims description 16
- 238000005553 drilling Methods 0.000 claims description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 230000002829 reductive effect Effects 0.000 abstract description 5
- 238000007667 floating Methods 0.000 abstract description 2
- 239000011435 rock Substances 0.000 description 18
- 238000009412 basement excavation Methods 0.000 description 6
- 238000005336 cracking Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 238000001125 extrusion Methods 0.000 description 6
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000758 substrate Substances 0.000 description 2
- 238000006424 Flood reaction Methods 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 238000002407 reforming Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 210000002435 tendon Anatomy 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to the field of tunnel deformation control, in particular to a constraint pile, an integral structure for controlling tunnel bottom deformation and a construction method, wherein the constraint pile comprises a steel pipe and a plurality of main ribs, the axial directions of the steel pipe and the main ribs are all arranged along the extending direction of the constraint pile, and the main ribs are distributed and fixed on the outer side of the steel pipe; when a tunnel is constructed, performing inverted arch primary support, inverted arch secondary lining and inverted arch filling construction in sequence, wherein the inverted arch secondary lining and the inverted arch filling adopt reinforced concrete integral pouring; the inverted arch structure is tightly connected with the bottom of the tunnel through the constraint pile, so that the inverted arch is prevented from floating upwards, and deformation is restrained. On one hand, the original inverted arch filling structure and the inverted arch two-lining structure are integrated, reinforced concrete pouring is adopted, and the rigidity and the crack resistance of the inverted arch structure are enhanced from the internal conditions; on the other hand, the inverted arch is connected with the bottom of the tunnel through the constraint pile, the lower stress is resisted, the pulling resistance of the inverted arch structure is increased from external conditions, sufficient bearing capacity is provided, and the possibility of deformation of the tunnel bottom is reduced.
Description
Technical Field
The invention relates to the field of tunnel deformation control, in particular to a construction method for controlling tunnel bottom deformation.
Background
The extrusion force from the stratum is received to different degrees all around in the tunnel, and the tunnel needs in time to be strutted and consolidated after the excavation. When constructing an inverted arch at the bottom of a tunnel, as shown in fig. 1, firstly, excavating soil layer primary spraying concrete at the bottom of the tunnel, arranging an inverted arch steel frame and re-spraying concrete, and carrying out inverted arch primary supporting 10; then, inverted arch reinforcing steel bars are arranged on the basis of the primary support structure, and concrete is poured to perform inverted arch secondary lining 20. Wherein, the annular reinforcing steel bars of the inverted arch second lining 20 are effectively connected with the reinforcing steel bars of the arch wall, so that the inverted arch and the arch wall form a tunnel whole. After the concrete of the inverted arch secondary lining 20 is finally set, inverted arch filling 30 is applied; inverted arch filling 30 is typically cast from low grade plain concrete as a structure that transfers only road loads.
In the process of constructing the extrusion large deformation tunnel, deformation conditions such as bulge and cracking are inevitably generated in the inverted arch secondary lining 20 and the inverted arch filling 30 due to extrusion force from the bottom direction of the tunnel. By investigation of the operational tunnel inverted arch elevation it can be found that: firstly, the integral uplift phenomenon of the inverted arch structure of the tunnel with the high-ground-stress weak surrounding rock section is more prominent; second, most of the inverted arch secondary lining 20 is of reinforced concrete structure, no obvious damage phenomenon is seen, but the inverted arch filling 30 poured by plain concrete is more prone to cracking.
In order to solve the problem of deformation of the tunnel bottom of the high-ground-stress soft rock deformation section, deformation is controlled mainly by adjusting the sagittal-span ratio of the tunnel bottom, grouting to strengthen surrounding rock, adding anchor rods (ropes) on the tunnel bottom and the like.
The sagittal ratio is optimized by adjusting the contour of the tunnel to be more approximate to a circle, so that the stress condition of the structure is improved; but is limited by conditions such as excavation width, economy and the like, and has limited capacity for inhibiting tunnel bottom deformation. Grouting to strengthen surrounding rock, mainly improving the physical and mechanical indexes of the surrounding rock to improve the bearing capacity of the surrounding rock; however, in the extrusion large deformation section, surrounding rock is extruded very tightly due to the action of high ground stress, the grouting effect is poor, and the control of the deformation of the inverted arch is limited; even in soft rock zones, surrounding rock is further softened due to grouting, and greater construction risks are generated. The defect of adding the anchor rod (rope) at the tunnel bottom is that: the tension bearing capacity of the anchor rod is limited, the effect of controlling the bulge is poor, and the long anchor rod is difficult to apply; although the anchor cable can provide larger tension bearing capacity, the anchor cable has weak sedimentation control capability on soft rock, and once the anchoring end is loosened, the anchor cable can fail, so that the anchor cable is not suitable for the construction of high-ground-stress soft rock large deformation sections.
Disclosure of Invention
The invention aims at: aiming at the problem that the effect of controlling deformation of the tunnel inverted arch of the deformation section of the high-ground-stress soft rock is poor in the prior art, the construction method for controlling the deformation of the tunnel bottom is provided, and the method can be suitable for controlling the deformation of the tunnel in the large deformation section of the high-ground-stress soft rock.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
The invention provides a constraint pile which is of a reinforced concrete structure and comprises a constraint pile reinforcement cage, wherein the constraint pile reinforcement cage comprises a steel pipe and a plurality of main reinforcements, the axial direction of the steel pipe and the axial direction of the main reinforcements are arranged along the extension direction of the constraint pile, and the main reinforcements are distributed and fixed on the outer side of the steel pipe. The internal gap of the constraint pile is used for pouring concrete, and a part of the constraint pile is deeply anchored at the tunnel bottom, so that the bearing capacity is improved; the other part is used for being connected with the inverted arch structure into a whole to provide pulling force. The restraint stake is with invert structure and tunnel bottom zonulae occludens, prevents invert come-up, restraint deformation.
When the constraint pile is designed, on one hand, the diameter of the constraint pile is not too large, and is more suitable to be less than or equal to 300mm according to the limitation of the primary support steel frame spacing and the steel frame flange plate width in actual construction; on the other hand, the restraining pile with small pile diameter is beneficial to reducing tunnel bottom deformation. However, the hole diameter of the constraint pile is smaller, so that the annular stirrup is difficult to apply, and the steel pipe is used for replacing the annular stirrup in a common reinforcement cage.
Preferably, the steel pipe comprises a plurality of sections, the sections of the steel pipe are arranged in parallel along the extension direction of the constraint pile, and the main ribs are uniformly distributed on the outer sides of the sections of the steel pipe. The steel pipe is divided into a plurality of sections, and the grouting can be directly performed to the inside of the steel pipe, so that the construction is convenient, and the material is saved.
Preferably, the distance between two adjacent sections of the steel pipes is 47cm-53cm. The distance between the reasonably distributed steel pipes, and the structural strength of the constraint pile is ensured while saving materials.
Preferably, the steel pipe is a seamless steel pipe with the length of 4cm-6 cm. The length is proper, the structure is stable, and the strength is good.
Preferably, the top end of the main rib is bent. The top of bending form can be arranged in firm with the reinforcement in the inverted arch structure, and the connectivity is better, still can prevent that main muscle top stress from concentrating to reduce the deformation.
The invention also provides an integral structure for controlling tunnel bottom deformation, which comprises an inverted arch structure and the constraint pile, wherein the inverted arch structure comprises an inverted arch primary support, an inverted arch secondary lining and inverted arch filling which are sequentially arranged from bottom to top, the inverted arch secondary lining and the inverted arch are filled into an integral reinforced concrete pouring structure, and the constraint pile is connected with the inverted arch structure and the tunnel bottom.
On one hand, the original inverted arch filling structure and the inverted arch two-lining structure are integrated, reinforced concrete is adopted for integral pouring, and the rigidity and the crack resistance of the inverted arch structure are enhanced from the internal conditions; on the other hand, through setting up restraint stake with integral inverted arch structure and tunnel bottom zonulae occludens, provide pulling force again when resisting lower part stress, prevent inverted arch come-up, increased the resistance to plucking of inverted arch structure from external conditions, have sufficient bearing capacity, reduce tunnel bottom deformation's possibility.
Preferably, the restraining piles are integrally formed with the inverted arch structure. And the inverted arch structure is tightly connected with the bottom of the tunnel, so that deformation is reduced.
Preferably, the restraining piles comprise a plurality of restraining piles, and two adjacent restraining piles are arranged at intervals of 1.5m-2m along the transverse direction and/or the longitudinal direction of the tunnel. The spacing of the constraint piles is calculated according to surrounding rock parameters, ground stress and other conditions, and then a proper arrangement mode is selected, so that the effect of resisting the lower stress is better.
Preferably, the inverted arch primary support comprises a primary spraying concrete structure, a steel frame and a secondary spraying concrete structure which are sequentially arranged, wherein the thickness of the primary spraying concrete structure is 3cm-5cm, and the secondary spraying concrete structure covers the steel frame with the thickness exceeding 3cm. Wherein, the steel frame is preferably HW steel with better torsion resistance. The structural safety is improved, and the construction is convenient.
The invention also provides a construction method for controlling tunnel bottom deformation, which comprises the following steps:
A. performing primary support on the excavated inverted arch part at the tunnel bottom;
B. Constructing the constraint pile, drilling a pile hole of the constraint pile at the tunnel bottom, placing a part of the structure of the reinforcement cage of the constraint pile into the pile hole, and then pouring mortar into the pile hole;
C. And in the range of the original inverted arch secondary lining and inverted arch filling structure, binding reinforcing steel bars in layers, and simultaneously connecting and restraining pile reinforcement cages, and integrally pouring concrete.
The invention effectively controls the deformation of the inverted arch structure influenced by the extrusion force from the bottom of the tunnel, avoids the deformation such as bulge, cracking and the like possibly occurring among layered pouring structures in the prior art, reduces the cracking condition of the filling surface of the inverted arch, and ensures the running safety.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
1. the invention controls the deformation of the substrate by arranging the restraining piles, not only can provide sufficient pulling resistance, but also can improve the bearing capacity of the substrate, and has great advantage of only providing pulling resistance by arranging the anchor cable relative to the tunnel bottom.
2. According to the invention, through reforming the inverted arch filling and inverted arch two-lining structural forms and configuring the stressed steel bars in the original inverted arch filling range, the structural rigidity of the inverted arch can be effectively increased, and the occurrence of diseases such as cracking deformation of the inverted arch filling surface can be restrained.
3. The method has good effect of controlling the deformation of the tunnel bottom, and can be suitable for controlling the tunnel deformation of the large deformation zone of the high-ground-stress soft rock.
Drawings
Fig. 1 is a schematic structural view of a prior art tunnel invert.
Icon: 10-primary support of the inverted arch; 20-inverted arch secondary lining; 30-inverted arch filling.
Fig. 2 is a schematic perspective view of a restraint pile cage.
Fig. 3 is a schematic cross-sectional view of a restraining pile.
FIG. 4 is a schematic cross-sectional view of a unitary inverted arch structure.
Fig. 5 is a construction process diagram of the integral inverted arch structure.
Fig. 6 is a construction process diagram of the restraining pile.
Icon: 1-primary arch support; 2-inverted arch secondary lining; 3-inverted arch filling; 4-restraining piles; 41-pile hole; 42-main tendons; 43-steel pipe; 44-grouting pipe.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
Example 1
A restraining pile 4 is a reinforced concrete structure. As shown in fig. 2 and 3, the restraining pile 4 comprises a restraining pile reinforcement cage, the restraining pile reinforcement cage comprises a plurality of small sections of steel pipes 43 and a plurality of main reinforcements 42, the steel pipes 43 and the main reinforcements 42 are axially arranged along the extending direction of the restraining pile 4, the steel pipes 43 of the small sections are arranged in parallel along the extending direction of the restraining pile 4, the main reinforcements 42 are uniformly distributed and welded on the outer side of the steel pipes 43, and the steel pipes 43 are utilized to replace the annular stirrups.
A part of the constraint pile 4 is deeply anchored at the tunnel bottom, high-strength mortar is poured into the internal gap, the self strength of the constraint pile 4 is enhanced, and the bearing capacity is improved; in order to ensure that the restraint pile 4 and the inverted arch form an integral structure, the other part of the structure which is not embedded in the range of the bottom of the tunnel is used for pouring construction together with the inverted arch structure to provide pulling force.
When the reinforcement cage is manufactured for the constraint pile 4, the length of the main reinforcement 42 is equal to the pile length (the length of the reinforcement embedded in the bottom range of the tunnel) plus the length of the reinforcement embedded in the inverted arch range.
Specifically, as shown in fig. 2, the distance between two adjacent sections of steel pipes 43 is about 50cm, the steel pipes 43 are seamless steel pipes 43 with the length of about 5cm, the structural strength is good, and materials are saved. The top end of the main rib 42 is bent. The bent top end can be used for being firmly bound with the steel bars in the inverted arch structure, the connectivity is better, and the stress concentration at the top end of the main rib 42 can be prevented so as to reduce deformation.
The restraint stake 4 will invert the structure and the tunnel bottom zonulae occludens, prevents invert the come-up, restraint deformation.
When the constraint pile 4 is designed, on one hand, the diameter of the constraint pile 4 is not too large, and is more suitable to be less than or equal to 300mm according to the limitation of the primary support steel frame spacing and the steel frame flange plate width in actual construction; on the other hand, the restraining piles 4 with small pile diameters are beneficial to reducing tunnel bottom deformation. However, the hole diameter of the restraining pile 4 is small, so that the annular stirrup is difficult to apply, and the steel pipe 43 is utilized to replace the annular stirrup in a common reinforcement cage in the embodiment.
Example 2
Based on embodiment 1, this embodiment provides an integral structure for controlling tunnel bottom deformation, like fig. 4, including invert structure and above-mentioned restraint stake 4, invert structure includes invert primary support 1, invert secondary liner 2 and invert filling 3 that set gradually from the bottom up, and invert secondary liner 2 and invert filling 3 are whole reinforced concrete pouring structure, and restraint stake 4 connects invert structure and tunnel bottom.
On one hand, the invention combines the original inverted arch filling 3 and the inverted arch secondary lining 2 structure into a whole, and as an integral inverted arch, reinforced concrete integral pouring is adopted, so that the rigidity and the crack resistance of the inverted arch structure are enhanced from the internal condition; on the other hand, the integral inverted arch structure is tightly connected with the bottom of the tunnel through the constraint pile 4, the tension is provided while the lower stress is resisted, the inverted arch is prevented from floating upwards, the anti-pulling capacity of the inverted arch structure is increased from the external condition, the sufficient bearing capacity is provided, and the possibility of tunnel bottom deformation is reduced.
Specifically, the restraining pile 4 is of an integral structure with the inverted arch structure. And the inverted arch structure is tightly connected with the bottom of the tunnel, so that deformation is reduced.
The restraining piles 4 comprise a plurality of restraining piles, and two adjacent restraining piles 4 are arranged at intervals of 1.5m-2m along the transverse direction and/or the longitudinal direction of the tunnel. The spacing of the constraint piles 4 is calculated according to surrounding rock parameters, ground stress and other conditions, and a proper arrangement mode is selected, so that the effect of resisting the lower stress is better.
The inverted arch primary support 1 comprises a primary spraying concrete structure, a steel frame and a secondary spraying concrete structure which are sequentially arranged, wherein the thickness of the primary spraying concrete structure is 3cm-5cm, and the thickness of the secondary spraying concrete structure covering the steel frame exceeds 3cm; the structural safety is improved, and the construction is convenient. Wherein, the steel frame adopts HW shaped steel with good torsion resistance to increase the rigidity of the inverted arch primary support 1.
Example 3
In order to effectively ensure the excavation deformation control and the smooth operation of the inverted arch structure of the tunnel in the large deformation zone of the soft rock, based on the above embodiment, the present embodiment provides a construction method for controlling the deformation of the tunnel bottom, as shown in fig. 3 to 6, which comprises the following steps:
step S01: and excavating the tunnel arch wall and finishing the initial arch wall support.
Step S02: and (5) inverted arch excavation is carried out at the tunnel bottom, and primary support, namely an inverted arch primary support 1 structure is completed. During construction, the arch wall excavation supporting is kept as close as possible, so that the primary supporting is closed into a ring as soon as possible, and the construction distance between the arch wall construction and the tunnel bottom inverted arch construction is generally recommended to be controlled within 10 m.
Step S03: and (4) constructing a restraining pile, drilling pile holes 41 of the restraining pile 4 at the tunnel bottom, placing partial structures of the restraining pile reinforcement cages into the corresponding pile holes 41, and then pouring mortar into the corresponding pile holes 41.
Step S04: as shown in fig. 4, in the structural range of the original inverted arch secondary lining 2 and inverted arch filling 3, the steel bars are bound in layers: the circumferential steel bars in the range of the inverted arch secondary lining 2 are still connected with the circumferential steel bars of the arch wall, stressed steel bars are arranged in a layered mode in the range of the original inverted arch filling 3 and anchored in the range of the inverted arch secondary lining 2, and the steel bars are bound and connected with the constraint pile reinforcement cage, and concrete is integrally poured together with the constraint pile reinforcement cage so as to increase the rigidity of the inverted arch.
Step S05: and after the deformation and convergence of the inverted arch structure, the arch wall secondary lining is applied.
Specifically, step S02 includes the steps of: measuring lofting, blasting excavation, primary spraying concrete, erecting a steel frame and effectively connecting with an arch wall steel frame, filling gaps at the back of the steel frame with concrete cushion blocks tightly, and finally re-spraying concrete to the designed thickness.
In step S03, as shown in fig. 6, specifically, the steps include: preparing construction, measuring and lofting, sequentially drilling pile holes 41 to the designed depth at corresponding hole positions by using a drilling machine, and cleaning the holes; then placing the restraint pile reinforcement cage at the position corresponding to the pile hole 41 of the tunnel bottom, arranging a grouting pipe 44 in the steel pipe 43, and pouring high-strength cement mortar from bottom to top through the grouting pipe 44 extending into the hole bottom by using a grouting pump; the initial grouting pressure should be controlled between 1.0 and 1.5MPa, the working pressure should be 0.1 to 0.3MPa, and the grouting is stopped when the slurry floods out of the orifice. And (5) performing pile body quality inspection after a certain number of constraint piles 4 are applied. Wherein, the drilling is preferably dry drilling, so as to avoid soaking the base surrounding rock by the construction water. And the hole cleaning adopts a high-power fan to convey high-pressure air to the bottom of the hole, and the slag at the bottom of the hole is blown out of the hole.
The deformation of the inverted arch structure is effectively controlled due to the influence of the extrusion force from the bottom of the tunnel, the deformation such as uplift and cracking possibly occurring among layered pouring structures in the prior art is avoided, the situation that the surface of the inverted arch filling 3 is cracked is reduced, and the driving operation safety is guaranteed.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (6)
1. The construction method for controlling tunnel bottom deformation is characterized by comprising the following steps:
A. performing primary support on the excavated inverted arch part at the tunnel bottom;
B. The method comprises the steps of constructing a constraint pile, wherein the constraint pile adopts a reinforced concrete structure and comprises a constraint pile reinforcement cage, the constraint pile reinforcement cage comprises a steel pipe (43) and a plurality of main reinforcements (42), the steel pipe (43) and the main reinforcements (42) are axially arranged along the extending direction of the constraint pile (4), the main reinforcements (42) are distributed and fixed on the outer side of the steel pipe (43), the top ends of the main reinforcements (42) are bent, and the bent top ends are used for being firmly bound with reinforcing steel bars in an inverted arch structure; drilling a pile hole (41) of the constraint pile (4) at the tunnel bottom, placing a part of the constraint pile reinforcement cage structure into the pile hole (41), and then pouring mortar into the pile hole (41);
C. and (3) binding reinforcing steel bars in layers in the structural range of the original inverted arch secondary lining (2) and inverted arch filling (3), and integrally pouring concrete together with the restraint pile reinforcement cage.
2. The construction method for controlling tunnel bottom deformation according to claim 1, wherein the steel pipe (43) comprises a plurality of sections, the plurality of sections of steel pipes (43) are arranged in parallel along the extension direction of the restraining pile (4), and the main ribs (42) are uniformly distributed on the outer sides of the plurality of sections of steel pipes (43).
3. A construction method for controlling tunnel bottom deformation according to claim 2, characterized in that the distance between two adjacent sections of the steel pipe (43) is 47cm-53cm.
4. A construction method for controlling tunnel bottom deformation according to claim 2, characterized in that each section of the steel pipe (43) is 4cm-6cm long.
5. A construction method for controlling tunnel bottom deformation according to claim 1, characterized in that the restraining piles (4) are applied in several numbers, and the distance between two adjacent restraining piles (4) is 1.5m-2m along the transverse direction and/or the longitudinal direction of the tunnel.
6. The construction method for controlling tunnel bottom deformation according to claim 1, wherein a primary spraying concrete structure, a steel frame and a secondary spraying concrete structure are sequentially arranged when primary supporting is performed, the thickness of the primary spraying concrete structure is 3cm-5cm, and the thickness of the secondary spraying concrete structure covering the steel frame exceeds 3cm.
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| CN202010290872.1A CN111396088B (en) | 2020-04-14 | 2020-04-14 | Construction method for controlling tunnel bottom deformation |
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| CN202010290872.1A CN111396088B (en) | 2020-04-14 | 2020-04-14 | Construction method for controlling tunnel bottom deformation |
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| CN111396088B true CN111396088B (en) | 2024-06-04 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112682063B (en) * | 2020-12-31 | 2023-01-10 | 中铁二院工程集团有限责任公司 | Support structure for inhibiting bottom deformation of high-ground-stress soft rock tunnel |
| CN114060059A (en) * | 2021-11-15 | 2022-02-18 | 中铁十九局集团第六工程有限公司 | Construction method of tunnel bottom deformation monitoring device |
| CN115370381B (en) * | 2022-08-17 | 2023-11-24 | 中国建筑第五工程局有限公司 | Construction method for controlling deformation of lining of existing arch part in tunnel inverted arch replacement construction |
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