CN114837223B - Construction method of cast-in-situ pipe gallery and box type tunnel sharing enclosure system - Google Patents
Construction method of cast-in-situ pipe gallery and box type tunnel sharing enclosure system Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 122
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 19
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 106
- 239000010959 steel Substances 0.000 claims abstract description 106
- 238000009966 trimming Methods 0.000 claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 21
- 230000008569 process Effects 0.000 claims abstract description 15
- 238000013461 design Methods 0.000 claims abstract description 14
- 238000005520 cutting process Methods 0.000 claims abstract description 11
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims abstract description 5
- 239000002689 soil Substances 0.000 claims description 19
- 230000002787 reinforcement Effects 0.000 claims description 17
- 238000005553 drilling Methods 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 14
- 238000003801 milling Methods 0.000 claims description 12
- 239000011435 rock Substances 0.000 claims description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 238000004140 cleaning Methods 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000005755 formation reaction Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000008520 organization Effects 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000012795 verification Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 4
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000009415 formwork Methods 0.000 description 5
- 238000013459 approach Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
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- 238000006243 chemical reaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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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
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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
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
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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
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Abstract
The invention relates to a construction method of a cast-in-situ pipe gallery and box tunnel sharing enclosure system, which comprises the following steps: preparing construction; constructing a shared enclosure wall; grouting the wall toe. The beneficial effects of the invention are as follows: the groove wall of the underground diaphragm wall construction is trimmed by adopting a square hammer, so that the construction quality and stability of the groove wall of the underground diaphragm wall are improved; the cutting blade is rotationally folded by rotating the side of the square hammer for trimming the wall of the wall-connecting groove axially under the influence of factors such as slurry in the process of lowering the square hammer, and rotationally opened to the outer side of the square hammer in the process of lifting the square hammer for trimming the wall-connecting groove, so that the effect of cutting and trimming the groove wall is achieved; the blades arranged in a plurality of rows can effectively improve the quality of groove wall finishing; in order to ensure that the underground diaphragm wall is stable and does not subside, grouting and reinforcing are carried out on the toe of the underground diaphragm wall after the underground diaphragm wall reaches the design strength; a plurality of pull rods are arranged between the two side steel pipe supports at the tops of the two side wooden supports, so that the quality of the whole die is improved.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method of a cast-in-situ pipe gallery and box tunnel sharing enclosure system.
Background
With the rapid development of economy, the urban conversion rate is greatly improved, and the existing urban infrastructure is out of step with the urban development, so that the construction of the comprehensive pipe gallery in China becomes very important. The novel environment-friendly pipeline construction mode for saving the underground comprehensive pipe rack can effectively solve the problems of pipeline arrangement and safety, avoid repeated excavation of roads, realize intensive development of underground space resources and meet the requirements of modern construction of urban infrastructure.
Due to the influence of multiple objective conditions, the condition that adjacent projects are constructed synchronously often occurs in urban construction, and then adjacent foundation pits are formed. Due to the restrictions and control of various factors such as construction period, site arrangement, project management and the like in engineering construction, adjacent foundation pits cannot be constructed in a combined mode. If the adjacent deep foundation pits are only used for respectively developing design work of foundation pit support structures, not only space and stress among the support structures can cause negative influence on the stability of the structure, but also the input cost of projects can be increased intangibly.
In order to achieve the aims of optimizing structural design and reducing project cost, the adoption of a shared enclosure structure has become a preferable scheme for solving the problem of construction of adjacent deep foundation pits.
Therefore, a construction method of a cast-in-situ pipe gallery and box tunnel sharing enclosure system with convenience in construction, high accuracy and high wall forming quality is required to be sought.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a construction method of a cast-in-situ pipe gallery and box tunnel sharing enclosure system.
The construction method of the cast-in-situ pipe gallery and box type tunnel sharing enclosure system comprises the following steps:
S1, preparing construction;
s2, construction of a shared enclosure wall: building an underground continuous wall, and arranging a plugging wall at a position which is separated from a foundation pit by a set interval, wherein the pile length of the plugging wall is the same as the depth of the underground continuous wall;
s3, grouting the wall toe: grouting and reinforcing the toe of the underground diaphragm wall after the underground diaphragm wall reaches the design strength;
S4, adopting a bored pile perpendicularity auxiliary device to assist in construction of the bored pile and the upright post pile: the foundation construction of the bored pile adopts a rotary digging machine to form holes; when the drilling of the bored pile reaches a certain depth, removing the drill bit and the drill rod, adding a bored pile verticality auxiliary device into the drilling of the bored pile, and providing guidance for the drilling through a guiding steel cylinder, an upper steel ring, a middle steel ring and a lower steel ring; adopting a slurry wall protection, integrally lowering the bored pile to a reinforcement cage through a crane, and pouring concrete under water; and performing upright post pile construction;
S5, constructing a crown beam, a concrete support and a connecting beam;
s6, excavating a tunnel foundation pit in a divided period;
S7, constructing a tunnel main body structure and backfilling earthwork: the tunnel main body structure concrete is sequentially constructed in parallel from two ends to the middle, vertically layering, horizontally segmenting and gradually layering from bottom to top; after the roof waterproof construction is completed and the roof strength reaches the design requirement, backfilling the foundation pit;
S8, construction of TRD cement continuous wall: except for the crown beams arranged around the foundation pit of the comprehensive pipe rack, the rest sides of the comprehensive pipe rack are constructed by adopting TRD cement soil continuous walls, and the construction is assisted by adopting a profile steel vertical downward-setting die;
S9, pipe gallery foundation pit, main structure construction and earthwork backfill: after the construction of the underground continuous wall, the plugging wall, the bored pile, the upright post pile, the crown beam, the concrete support, the connecting beam and the TRD cement soil continuous wall is completed, the foundation pit of the comprehensive pipe gallery is excavated and supported, and then the main structure construction and the earthwork backfilling construction of the cast-in-situ pipe gallery are sequentially carried out.
Preferably, the preparation for construction in step S1 specifically includes: building a facility site, building a living production facility, building a comprehensive experience area, removing houses in a construction range, and investigating and removing pipelines; carrying out construction organization design and scheme compiling demonstration, measuring the cross piles, and retesting the height of the encrypted wires; performing construction preliminary measurement, laboratory construction, laboratory calibration and concrete mixing proportion verification; the construction team enters and bottoms, the equipment enters and Application for Inspection, and the material enters and tests.
Preferably, in step S2: when the underground diaphragm wall is built, the hydraulic grab bucket construction method of the underground diaphragm wall and the hydraulic double-wheel milling groove construction method of the underground diaphragm wall are adopted for combined construction: the grab bucket type grooving machine is provided with an automatic inclinometer and a deviation correcting device, and hydraulic grab bucket grooving is carried out above the rock stratum through the grab bucket type grooving machine; in strong weathered rock formations with lower strength, adopting double-wheel milling to perform rock entering drilling; when the double-wheel milling construction progress is slow, hammering is carried out through a round hammer with the diameter of 1m and the weight of 14t, then rock entering drilling is carried out through double-wheel milling, groove wall finishing is carried out through a land continuous wall groove wall finishing square hammer, and finally bottom cleaning is carried out through a groove forming machine; the cutting blade is folded by rotating the side of the square hammer for trimming the wall of the wall connecting groove axially in the process of putting down the square hammer for trimming the wall connecting groove, and in the process of lifting the square hammer for trimming the wall of the ground continuous wall, the square hammer for trimming the wall of the ground continuous wall rotates to open to the outer side of the square hammer for trimming the wall of the ground continuous wall, and the wall of the groove is trimmed.
Preferably, in step S2: the thickness of the underground continuous wall is 800mm; the set interval between the plugging wall and the foundation pit is 200m.
Preferably, in the construction process of the reinforcement cage in the step S4, the underground wall connecting steel support connecting embedded structure is embedded along the depth of the steel support, the embedded part is chiseled out in the steel support construction stage, and the embedded plate, the steel support and the bracket on the reinforcement are welded.
Preferably, the crown beam, the concrete support and the connecting beam in the step S5 are constructed in the following concrete modes: after the construction of the underground diaphragm wall is completed, the earthwork above the crown beam, the waist beam and the supporting bottom is excavated; chiseling or cleaning concrete above the crown beam bottom to the designed wall top elevation; then the soil above the elevation of the crown beam, the waist beam and the supporting bottom is completely excavated; leveling and pouring a C15 cushion layer, and then paving an oilfelt; crown beams are arranged around the foundation pit of the tunnel and the comprehensive pipe rack; the first support is a concrete support, and the concrete support and the crown beam are connected through H-shaped steel; and connecting beams are arranged among the plurality of concrete supports.
Preferably, in step S6, the tunnel foundation pit is excavated in stages by the following steps: according to the geometric dimensions of the tunnel foundation pit, the arrangement of the enclosure walls and the supporting structure system, and the foundation reinforcement and construction conditions, the foundation pit division pit of the tunnel is excavated and supported in sequence by adopting the methods of layering, blocking, symmetry, balancing, soil retaining slope protection and step running water, and the construction parameters are determined.
The cast-in-situ pipe gallery and the box tunnel share a containment system, and the cast-in-situ pipe gallery and the box tunnel are obtained according to the method.
The beneficial effects of the invention are as follows:
(1) The invention adopts a combined shared enclosure system, the utility tunnel and the box tunnel foundation pit share one side underground continuous wall as an enclosure structure, and is matched with a multi-channel internal support system, and the underground continuous wall and the main body form a composite structure by arranging the plugging wall, so that the structural design is optimized and more reasonable, the disturbance to foundation pits at two sides is small, the construction precision, quality and stability of the enclosure structure are improved, the engineering cost is saved, the economic benefit is high, and the enclosure cost is reduced.
(2) When the tunnel foundation pit is excavated in different periods, determining construction parameters according to a 'space-time effect' rule; in order to ensure the lowering precision of the section steel of the cement soil stirring wall, the H-shaped steel is lowered by adopting a section steel vertical lowering mould in the process of constructing the cement soil continuous wall, and holes are drilled by adopting a bored pile verticality auxiliary device; the compactness of the hole wall soil body can be improved, and the stability of the hole wall at the drilling position is enhanced; the screw holes of the upper connecting ribs and the screw holes of the lower connecting ribs are connected through bolts to change the overall length of the connecting ribs, so that the adjustable effect is achieved, and the adjustable connecting rib is suitable for construction of bored piles with various apertures. The positioning steel plate is inserted into the construction platform along an outer positioning line, so that the accuracy of the position below the H-shaped steel is ensured; the vertical downward die of the section steel is provided with a handle, so that the section steel is convenient to move; the flange is arranged for connecting the drill bit and the drill rod; an upper steel ring, a middle steel ring and a lower steel ring are arranged on the outer side of the guide steel cylinder and used for reinforcing the overall strength of the device; the construction precision of the enclosure structure can be effectively controlled, and the construction quality of the plugging wall is improved.
(3) The invention adopts the square hammer to repair the wall of the underground diaphragm wall construction groove, thereby improving the construction quality and stability of the underground diaphragm wall; the cutting blade is rotationally folded by rotating the side of the square hammer for trimming the wall of the wall-connecting groove axially under the influence of factors such as slurry in the process of lowering the square hammer, and rotationally opened to the outer side of the square hammer in the process of lifting the square hammer for trimming the wall-connecting groove, so that the effect of cutting and trimming the groove wall is achieved; the blades arranged in a plurality of rows can effectively improve the quality of groove wall finishing; in order to ensure that the underground diaphragm wall is stable and does not subside, grouting and reinforcing are carried out on the toe of the underground diaphragm wall after the underground diaphragm wall reaches the design strength; a plurality of pull rods are arranged between the two side steel pipe supports positioned at the tops of the two side wooden supports, so that the quality of the whole die is improved; and the components are pre-buried in the construction process of the underground diaphragm wall, so that the negative influence of structural stability caused by respective construction of adjacent deep foundation pits is avoided, the construction efficiency of the subsequent internal support is improved, the time of no support of the foundation pit is shortened, and the construction safety is improved.
Drawings
FIG. 1 is a schematic diagram of a combined common containment system;
FIG. 2 is a schematic view of a section steel of a cement-soil continuous wall;
FIG. 3-1 is a front view of a section steel vertical drop mold;
FIG. 3-2 is a top view of a section steel vertical drop mold;
3-3 are left side views of a section steel vertical drop mold;
FIG. 4 is a schematic illustration of a construction of a plugged wall;
FIG. 5 is a schematic view of a bored pile verticality auxiliary device;
FIG. 6 is a top view of the bored pile verticality auxiliary apparatus;
FIG. 7 is a schematic view of an adjustable tie bar;
FIG. 8 is a schematic view of a wall finishing of a wall-connected trench;
FIG. 9 is a cross-sectional view of a square hammer;
FIG. 10-1 is an elevation view of a crown block and diaphragm wall connection reinforcing formwork structure;
FIG. 10-2 is a top view of a crown block and diaphragm wall connection reinforcing formwork structure;
FIG. 11 is a schematic illustration of the embedding of a wall in a wall;
FIG. 12 is a schematic view of a connection pre-buried structure of a wall and a steel support.
Reference numerals illustrate: 1-utility tunnel, 2-tunnel main body, 3-TRD cement soil continuous wall, 4-underground continuous wall, 5-utility tunnel inner support, 6-tunnel inner support, 7-plugging wall, 8-groove, 9-construction platform, 10-outside positioning wire, 11-shaped steel vertical drop mold, 12-H-shaped steel, 13-square tube shaped steel, 14-handle, 15-positioning steel plate, 16-to-be-formed plugging wall, 17-bored pile verticality auxiliary device, 18-drilling machine, 19-upper flange plate, 20-upper steel ring, 21-adjustable connecting rib, 22-guiding steel cylinder, 23-middle steel ring, 24-central shaft, 25-lower steel ring, 26-lower flange plate, 27-reinforcing ring, 28-upper connecting rib screw hole, 29-lower connecting rib screw hole, 30-bolt, 31-to-dig groove, 32-underground connecting wall finishing square hammer, 33-34-rotating shaft, 35-cutter head, 36-cutting blade, 37-guide groove, 38-39-template, 39-40-supporting rib, 40-supporting rib plate, 45-supporting rib, 48-46, pre-embedded steel box, pre-embedded steel tie-in groove, 48-top cover supporting rib, 45-flange plate, 48-supporting rib, 45-46, and pre-embedded steel structures.
Detailed Description
The invention is further described below with reference to examples. The following examples are presented only to aid in the understanding of the invention. It should be noted that it will be apparent to those skilled in the art that modifications can be made to the present invention without departing from the principles of the invention, and such modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
As an embodiment, as shown in fig. 1 to 12, the construction method of the cast-in-place pipe gallery and box tunnel sharing enclosure system comprises the following steps:
S1, preparation of construction: building a facility site, building a living production facility, building a comprehensive experience area, removing houses in a construction range, and investigating and removing pipelines; carrying out construction organization design and scheme compiling demonstration, measuring the cross piles, and retesting the height of the encrypted wires; performing construction preliminary measurement, laboratory construction, laboratory calibration and concrete mixing proportion verification; constructing team approach and intersection, equipment approach Application for Inspection and material approach report;
s2, construction of a shared enclosure wall: building an underground diaphragm wall 4, and arranging a plugging wall 7 at a position with a set interval from a foundation pit, wherein the pile length of the plugging wall 7 is the same as the depth of the underground diaphragm wall 4; when the underground diaphragm wall 4 is built, the hydraulic grab bucket construction method of the underground diaphragm wall and the hydraulic double-wheel milling groove construction method of the underground diaphragm wall are adopted for combined construction: the grab bucket type grooving machine is provided with an automatic inclinometer and a deviation correcting device, and hydraulic grab bucket grooving is carried out above the rock stratum through the grab bucket type grooving machine; in strong weathered rock formations with lower strength, adopting double-wheel milling to perform rock entering drilling; when the double-wheel milling construction progress is slow, hammering is carried out through a round hammer with the diameter of 1m and the weight of 14t, then rock entering drilling is carried out through double-wheel milling, groove wall finishing is carried out through a diaphragm wall finishing square hammer 32, and finally bottom cleaning is carried out through a groove forming machine; the cutting blade 36 is rotated and folded towards the side of the wall-connected-wall groove wall trimming square hammer 32 through the rotating shaft 34 in the process of lowering the wall-connected-wall groove wall trimming square hammer 32, and rotated and unfolded towards the outer side of the wall-connected-wall groove wall trimming square hammer 32 in the process of lifting the wall-connected-wall groove wall trimming square hammer 32, so as to cut and trim groove walls; the thickness of the underground continuous wall is 800mm; the set interval between the plugging wall 7 and the foundation pit is 200m;
S3, grouting the wall toe: when the underground diaphragm wall 4 reaches the design strength, grouting and reinforcing the toe of the underground diaphragm wall 4;
s4, adopting a bored pile perpendicularity auxiliary device 17 to assist in construction of the bored pile and the upright post pile: the foundation construction of the bored pile adopts a rotary digging machine to form holes; when the bored pile is drilled to a certain depth, the drill bit and the drill rod are removed, a bored pile verticality auxiliary device 17 is added into the bored pile to drill, and the bored pile is guided through a guide steel cylinder 22, an upper steel ring 20, a middle steel ring 23 and a lower steel ring 25; adopting slurry to protect walls, and integrally lowering the bored pile to a reinforcement cage 38 through a crane, and pouring concrete under water; and performing upright post pile construction; in the construction process of the reinforcement cage 38, the underground continuous wall steel support connecting embedded structure 46 is buried along the depth of the steel support, embedded parts are chiseled out in the steel support construction stage, and embedded plate pieces, steel supports and bracket supports on the reinforcement are welded;
S5, crown beam, concrete support and connecting beam construction: after the construction of the underground diaphragm wall 4 is completed, the earthwork above the crown beam, the waist beam and the supporting bottom is excavated; chiseling or cleaning concrete above the crown beam bottom to the designed wall top elevation; then the soil above the elevation of the crown beam, the waist beam and the supporting bottom is completely excavated; leveling and pouring a C15 cushion layer, and then paving an oilfelt; crown beams are arranged around the foundation pit of the tunnel 2 and the comprehensive pipe rack 1; the first support adopts a concrete support, and the concrete support and the crown beam are connected through H-shaped steel 12; connecting beams are arranged among the plurality of concrete supports;
S6, excavating a tunnel foundation pit in a separated period: according to the geometric dimensions of the foundation pit of the tunnel 2, the arrangement of the enclosure walls and the supporting structure system, and the foundation reinforcement and construction conditions, sequentially excavating and supporting the foundation pit of the tunnel 2 by adopting the methods of layering, blocking, symmetry, balancing, soil retaining and slope protection and step running water, and determining construction parameters;
S7, constructing a tunnel main body structure and backfilling earthwork: the tunnel main body structure concrete is sequentially constructed in parallel from two ends to the middle, vertically layering, horizontally segmenting and gradually layering from bottom to top; after the roof waterproof construction is completed and the roof strength reaches the design requirement, backfilling the foundation pit;
S8, construction of TRD cement continuous wall: except for the crown beams arranged around the foundation pit of the comprehensive pipe rack 1, the rest sides of the comprehensive pipe rack 1 are constructed by adopting TRD cement soil continuous walls 3, and the construction is assisted by adopting a profile steel vertical downward-setting die 11;
S9, pipe gallery foundation pit, main structure construction and earthwork backfill: after the construction of the underground diaphragm wall 4, the plugging wall 7, the bored pile, the upright post pile, the crown beam, the concrete support, the connecting beam and the TRD cement soil diaphragm wall 3 is completed, the foundation pit of the comprehensive pipe gallery 1 is excavated and supported, and then the main structure construction and the earthwork backfilling construction of the cast-in-situ pipe gallery are sequentially carried out.
The cast-in-situ pipe gallery and box tunnel shared enclosure system obtained by the method comprises a combined public enclosure system, a profile steel vertical lowering mould 11, a bored pile verticality auxiliary device 17, a ground continuous wall groove wall trimming square hammer 32, a crown beam and ground continuous wall connection reinforcing formwork structure and a ground continuous wall and steel support connection embedded structure 46;
The combined public enclosure system comprises a utility tunnel main body 1, a tunnel main body 2, a utility tunnel enclosure, a public enclosure, a utility tunnel inner support 5, a tunnel inner support 6 and a blocking wall 7; the utility tunnel enclosure structure adopts a TRD cement soil continuous wall 3, H-shaped steel 12 is inserted into the TRD cement soil continuous wall 3, and a plugging wall 7 is arranged at each foundation pit setting interval position from the underground continuous wall 4; the tunnel enclosure structure is an underground continuous wall 4; the tunnel main body 2 and the utility tunnel 1 share the underground diaphragm wall 4; multiple supports 6 in the tunnel are arranged along the depth direction in the foundation pit of the tunnel main body 2, and multiple supports 5 in the comprehensive pipe rack are arranged along the depth direction in the foundation pit of the comprehensive pipe rack 1
The profile steel vertical lowering die 11 comprises square tube profile steel 13, a handle 14 and a positioning steel plate 15; the construction platform 9 is horizontally arranged above the groove 8, and a profile steel vertical lowering die 11 is arranged on the construction platform 9; the square tube section steel 13 is a main body of the section steel vertical downward-setting die 11; in the steel section vertical downward-setting die 11, a vertical square tube steel section 13 close to one side of the H-shaped steel 12 is vertically arranged on a square tube steel section 13 at the bottom, and a positioning steel plate 15 is vertically arranged on the side far away from the H-shaped steel 12; the positioning steel plate 15 is inserted into the construction platform 9 along the outer positioning line 10, and a handle 14 is arranged at the diagonal bracing position of the profile steel vertical lowering mould 11;
A bored pile verticality auxiliary device 17 is inserted into a bored pile, and the bored pile verticality auxiliary device 17 is hung with a drilling machine 18; the bored pile verticality auxiliary device 17 comprises an upper flange 19, an upper steel ring 20, an adjustable connecting rib 21, a guide steel cylinder 22, a middle steel ring 23, a central shaft 24, a lower steel ring 25 and a lower flange 26;
the bored pile verticality auxiliary device 17 is cylindrical, and the radius of the section is adjusted according to the actual aperture; the bottom of the bored pile verticality auxiliary device 17 is provided with a to-be-formed plugging wall 16, the outer side of an adjustable connecting rib 21 in the bored pile verticality auxiliary device 17 is connected with a guide steel cylinder 22, and the inner side of the adjustable connecting rib 21 is connected with a central shaft 24; upper flange 19 and lower flange 26 are respectively arranged at the upper and lower ends of central shaft 24; the outer side of the guide steel cylinder 22 is provided with an upper steel ring 20, a middle steel ring 23 and a lower steel ring 25 at equal intervals from top to bottom; reinforcing rings 27 are arranged on the upper steel ring 20, the middle steel ring 23 and the lower steel ring 25;
The adjustable connecting rib 21 comprises two connecting ribs which are arranged up and down, an upper connecting rib screw hole 28, a lower connecting rib screw hole 29 and a bolt 30; the bolts 30 are connected with the upper connecting rib screw holes 28 and the lower connecting rib screw holes 29;
The ground continuous wall groove wall trimming square hammer 32 is hung and connected with the lifting device 54, a diversion trench 37 is arranged in the center of the ground continuous wall groove wall trimming square hammer 32, a plurality of rows of cutting blades 36 are arranged in parallel on the side, close to the groove wall of the groove 8, of the ground continuous wall groove wall trimming square hammer 32, and a groove 31 to be dug is arranged on one side of the groove 8; the cutting blade 36 is arranged on the cutter head 35, and the cutting blade 36 is connected with the square hammer 32 for trimming the wall of the ground continuous groove through the rotating shaft 34; a lifting lug 33 is arranged at the top of the ground continuous wall groove wall trimming square hammer 32;
The crown beam and ground continuous wall connection reinforced formwork structure comprises a reinforcement cage 38, a formwork 39, two side wooden supports 40, two side steel pipe supports 41, a steel pipe diagonal bracing 42, a binding wire 43, a pull rod 44 and a steel pipe lap joint platform 45; two wooden supports 40 are arranged at intervals on the outer side of the template 39 in the vertical direction, and two steel pipe supports 41 are arranged at the top and bottom of the two wooden supports 40 in the horizontal direction; the steel pipe supports 41 on the two sides are lapped on the upper side of a horizontally arranged steel pipe lapping platform 45 at the turning points of the crown beams; a plurality of tie rods 44 are arranged between the two side steel pipe supports 41 positioned at the top of the two side wooden supports 40; steel pipe diagonal braces 42 are arranged along the horizontal direction of the crown beam, the steel pipe diagonal braces 42 are lapped on the steel pipe supports 41 on the two sides of the top, and the steel pipe diagonal braces 42 are connected with the steel pipe supports 41 on the two sides through binding wires 43;
the ground connecting wall and steel support connecting embedded structure 46 comprises a reinforcement cage 38, an embedded box 47, a waterproof top cover 48, a waterproof bottom cover 49, a first water stop 50, a second water stop 51, reinforcement 52 and an embedded plate 53;
The underground continuous wall steel reinforcement cage 38 is embedded with an underground continuous wall steel support connection embedded structure 46 along the arrangement depth of the steel supports, an embedded plate 53 is welded on the steel reinforcement 52, and the embedded plate 53 is also welded with a steel support bracket; reinforcing steel bars 52 are inserted and welded in the embedded boxes 47, and embedded plate 46 is welded between two adjacent reinforcing steel bars 52; rubber is adopted as a first water stop 50 on the outer side of the top of the embedded box 47, and a waterproof top cover 48 is welded; rubber is arranged on the inner side of the top of the embedded box 47 to serve as a second water stop 51; the outer side of the bottom of the embedded box 47 is welded with a waterproof bottom cover 49; the outer side of the bottom of the embedded box 47 is also provided with a first water stop 50, and the inner side of the bottom is provided with a second water stop 51.
Claims (7)
1. The construction method of the cast-in-situ pipe gallery and box tunnel sharing enclosure system is characterized by comprising the following steps of:
S1, preparing construction;
s2, construction of a shared enclosure wall: building an underground continuous wall (4), and arranging a plugging wall (7) at a position which is separated from a foundation pit setting interval, wherein the pile length of the plugging wall (7) is the same as the depth of the underground continuous wall (4);
S3, grouting the wall toe: when the underground diaphragm wall (4) reaches the design strength, grouting and reinforcing the toe of the underground diaphragm wall (4);
S4, adopting a bored pile verticality auxiliary device (17) to assist in construction of the bored pile and the upright post pile: the foundation construction of the bored pile adopts a rotary digging machine to form holes; when the drilling of the bored pile reaches a certain depth, the drill bit and the drill rod are removed, a bored pile verticality auxiliary device (17) is added into the drilling of the bored pile, and the guiding is provided for the drilling through a guiding steel cylinder (22), an upper steel ring (20), a middle steel ring (23) and a lower steel ring (25); adopting a slurry protection wall, integrally lowering the bored pile to a reinforcement cage (38) through a crane, and pouring concrete under water; and performing upright post pile construction; in the construction process of the reinforcement cage (38), the underground continuous wall steel support is buried along the depth of the steel support to connect the embedded structure (46), the embedded part is chiseled out in the steel support construction stage, and the embedded plate, the steel support and the bracket on the reinforcement are welded;
S5, constructing a crown beam, a concrete support and a connecting beam;
s6, excavating a tunnel foundation pit in a divided period;
S7, constructing a tunnel main body structure and backfilling earthwork: the tunnel main body structure concrete is sequentially constructed in parallel from two ends to the middle, vertically layering, horizontally segmenting and gradually layering from bottom to top; after the roof waterproof construction is completed and the roof strength reaches the design requirement, backfilling the foundation pit;
S8, construction of TRD cement continuous wall: except for the crown beams arranged around the foundation pit of the comprehensive pipe gallery (1), the rest sides of the comprehensive pipe gallery (1) are constructed by adopting TRD cement soil continuous walls (3), and the construction is assisted by adopting a profile steel vertical downward-setting die (11);
S9, pipe gallery foundation pit, main structure construction and earthwork backfill: after the underground continuous wall (4), the plugging wall (7), the bored pile, the upright pile, the crown beam, the concrete support, the connecting beam and the TRD cement soil continuous wall (3) are constructed, the foundation pit of the comprehensive pipe gallery (1) is excavated and supported, and then the main structure construction and the earthwork backfilling construction of the cast-in-situ pipe gallery are sequentially carried out.
2. The construction method of the cast-in-situ pipe gallery and box tunnel shared enclosure system according to claim 1, wherein the construction preparation in the step S1 specifically comprises: building a facility site, building a living production facility, building a comprehensive experience area, removing houses in a construction range, and investigating and removing pipelines; carrying out construction organization design and scheme compiling demonstration, measuring the cross piles, and retesting the height of the encrypted wires; performing construction preliminary measurement, laboratory construction, laboratory calibration and concrete mixing proportion verification; the construction team enters and bottoms, the equipment enters and Application for Inspection, and the material enters and tests.
3. The construction method of the cast-in-situ pipe gallery and box tunnel shared enclosure system according to claim 1, wherein in step S2: when the underground diaphragm wall (4) is built, the hydraulic grab bucket construction method of the underground diaphragm wall and the hydraulic double-wheel milling groove construction method of the underground diaphragm wall are adopted for combined construction: the grab bucket type grooving machine is provided with an automatic inclinometer and a deviation correcting device, and hydraulic grab bucket grooving is carried out above the rock stratum through the grab bucket type grooving machine; in strong weathered rock formations with lower strength, adopting double-wheel milling to perform rock entering drilling; when the double-wheel milling construction progress is slow, hammering is carried out through a round hammer with the diameter of 1m and the weight of 14t, then rock entering drilling is carried out through double-wheel milling, groove wall finishing is carried out through a diaphragm wall groove wall finishing square hammer (32), and finally bottom cleaning is carried out through a groove forming machine; the cutting blade (36) is rotated and folded towards the side of the wall-connected wall groove wall trimming square hammer (32) through the rotating shaft (34) in the process of lowering the wall-connected wall groove wall trimming square hammer (32), and is rotated and unfolded towards the outer side of the wall-connected wall groove wall trimming square hammer (32) in the process of lifting the wall-connected wall groove wall trimming square hammer (32), so that groove walls are cut and trimmed.
4. The construction method of the cast-in-situ pipe gallery and box tunnel shared enclosure system according to claim 3, wherein in step S2: the thickness of the underground continuous wall is 800mm; the set interval between the plugging wall (7) and the foundation pit is 200m.
5. The construction method of the cast-in-situ pipe gallery and box tunnel shared enclosure system according to claim 1, wherein the crown beam, the concrete support and the connecting beam construction mode in the step S5 is specifically as follows: after the construction of the underground diaphragm wall (4) is completed, the earthwork above the crown beam, the waist beam and the supporting bottom is excavated; chiseling or cleaning concrete above the crown beam bottom to the designed wall top elevation; then the soil above the elevation of the crown beam, the waist beam and the supporting bottom is completely excavated; leveling and pouring a C15 cushion layer, and then paving an oilfelt; crown beams are arranged around the foundation pit of the tunnel (2) and the comprehensive pipe gallery (1); the first support is a concrete support, and the concrete support and the crown beam are connected through H-shaped steel (12); and connecting beams are arranged among the plurality of concrete supports.
6. The construction method of the cast-in-situ pipe gallery and box tunnel shared enclosure system according to claim 1, wherein in the step S6, the tunnel foundation pit is excavated in a staged manner specifically as follows: according to the geometric dimensions of the foundation pit of the tunnel (2), the arrangement of the enclosure walls and the supporting structure system, and the foundation reinforcement and construction conditions, the foundation pit of the tunnel (2) is excavated and supported in sequence by adopting the methods of layering, blocking, symmetry, balancing, soil retaining slope protection and step running water, and the construction parameters are determined.
7. A cast-in-place pipe rack and box tunnel shared enclosure system, characterized in that it is obtainable by a method according to any one of claims 1 to 6.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110306539A (en) * | 2019-05-20 | 2019-10-08 | 国网江苏省电力有限公司 | A kind of pile base construction method using all steel cylinder-wall |
| CN111101540A (en) * | 2019-12-20 | 2020-05-05 | 粤水电轨道交通建设有限公司 | Construction method for passing existing electric power tunnel on open cut tunnel |
| CN217630086U (en) * | 2022-06-07 | 2022-10-21 | 浙江交工地下工程有限公司 | Enclosure system shared by cast-in-place pipe gallery and box type tunnel |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20160131410A (en) * | 2015-05-07 | 2016-11-16 | (주)나우기술 | Temporary construction and originally construction the outer layer of a 2-layer wall type underground road building method |
| CN108979659B (en) * | 2018-07-04 | 2022-02-01 | 中铁第一勘察设计院集团有限公司 | Reinforcing structure and method for underpass structure of soft soil water-rich large-section tunnel group |
| CN108842819B (en) * | 2018-09-07 | 2020-06-16 | 中国能源建设集团安徽电力建设第一工程有限公司 | Urban rail transit cable line tunnel construction method |
| CN109487818B (en) * | 2018-11-30 | 2021-02-09 | 广西壮族自治区城乡规划设计院 | Construction method of combined joint of comprehensive pipe gallery |
| CN110528578A (en) * | 2019-08-14 | 2019-12-03 | 中铁六局集团太原铁路建设有限公司 | Under wear existing railway double track tunnel cover and cut construction method |
| CN110593307B (en) * | 2019-08-16 | 2021-04-06 | 浙江交工集团股份有限公司 | Construction method for pre-protection structure of underground comprehensive pipe gallery with top-span proposed tunnel |
| CN110593308B (en) * | 2019-08-16 | 2021-05-18 | 浙江交工集团股份有限公司 | Open excavation back pressure construction method for foundation pit of overhead operation subway underground comprehensive pipe gallery |
-
2022
- 2022-06-07 CN CN202210634494.3A patent/CN114837223B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110306539A (en) * | 2019-05-20 | 2019-10-08 | 国网江苏省电力有限公司 | A kind of pile base construction method using all steel cylinder-wall |
| CN111101540A (en) * | 2019-12-20 | 2020-05-05 | 粤水电轨道交通建设有限公司 | Construction method for passing existing electric power tunnel on open cut tunnel |
| CN217630086U (en) * | 2022-06-07 | 2022-10-21 | 浙江交工地下工程有限公司 | Enclosure system shared by cast-in-place pipe gallery and box type tunnel |
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