CN114837223A - Construction method of enclosure system shared by cast-in-place pipe gallery and box type tunnel - Google Patents
Construction method of enclosure system shared by cast-in-place pipe gallery and box type tunnel Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 120
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 115
- 239000010959 steel Substances 0.000 claims abstract description 115
- 238000009966 trimming Methods 0.000 claims abstract description 31
- 238000000034 method Methods 0.000 claims abstract description 22
- 238000013461 design Methods 0.000 claims abstract description 12
- 238000005520 cutting process Methods 0.000 claims abstract description 11
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 7
- 239000002002 slurry Substances 0.000 claims abstract description 5
- 238000011065 in-situ storage Methods 0.000 claims description 35
- 239000004567 concrete Substances 0.000 claims description 32
- 238000005553 drilling Methods 0.000 claims description 12
- 238000003801 milling Methods 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 12
- 239000004568 cement Substances 0.000 claims description 11
- 239000011435 rock Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 5
- 238000002360 preparation method Methods 0.000 claims description 5
- 238000009412 basement excavation Methods 0.000 claims description 4
- 239000004020 conductor Substances 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
- 239000000203 mixture Substances 0.000 claims description 3
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- 238000012795 verification Methods 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 2
- 238000011105 stabilization 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 6
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000009435 building construction Methods 0.000 description 1
- 239000002131 composite material Substances 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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- 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
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- 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-place pipe gallery and box type tunnel shared enclosure system, which comprises the following steps: preparing for construction; constructing a common enclosure wall; grouting wall toe. The invention has the beneficial effects that: the wall finishing of the underground continuous wall construction groove is carried out by adopting a square hammer, so that the construction quality and the stability of the groove wall of the underground continuous wall are improved; the cutting blade is rotationally folded towards the side of the trimming square hammer of the wall of the diaphragm wall through the rotating shaft under the influence of factors such as slurry and the like in the process of lowering the square hammer, and rotationally unfolded towards the outer side of the square hammer in the process of lifting the trimming square hammer of the wall of the diaphragm wall, so that the effect of cutting the trimming groove wall is achieved; the blades arranged in multiple rows can effectively improve the quality of groove wall finishing; in order to ensure that the underground continuous wall is stable and does not settle, grouting and reinforcing the toe of the underground wall after the underground continuous wall reaches the design strength; a plurality of pull rods are arranged between the steel pipe supports on the two sides of the top of the wooden support on the two sides, so that the overall die quality is improved.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method for a cast-in-place pipe gallery and a box type tunnel to share an enclosure system.
Background
Underground utility tunnel, this kind of novel environmental protection pipeline of saving build the mode, can effectively solve the pipeline and arrange and the safety problem, avoid the road to be excavated repeatedly, realize the intensive development of underground space resource, accord with the demand of city infrastructure modernization construction.
Due to the influence of various objective conditions, the condition that adjacent projects are constructed in the same period often appears in urban construction, and then the appearance of adjacent foundation pits is caused. Because of restriction and control of various factors such as construction period, site arrangement, project management and the like in engineering construction, adjacent foundation pits can not be combined for construction. If the adjacent deep foundation pits are designed only by respectively developing the foundation pit enclosure structures, not only can the space and stress between the enclosure structures be caused to generate negative influence on the stability of the structure, but also the investment cost of the project is increased invisibly.
In order to achieve the goals of optimizing the structural design and reducing the project cost, the adoption of the shared enclosure structure becomes a better scheme for solving the construction problem of the adjacent deep foundation pits.
Therefore, a construction method for sharing an enclosure system by a cast-in-place pipe gallery and a box type tunnel, which is convenient to construct, high in accuracy and high in wall forming quality, is urgently needed.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a construction method for a cast-in-place pipe gallery and a box type tunnel to share an enclosure system.
The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel comprises the following steps:
s1, construction preparation;
s2, construction of a common enclosure wall: constructing an underground continuous wall, arranging a plugging wall at a set interval from a foundation pit, wherein the pile length of the plugging wall is the same as the depth of the underground continuous wall;
s3, wall toe grouting: after the underground continuous wall reaches the design strength, grouting and reinforcing the wall toe of the underground continuous wall;
s4, adopting the auxiliary device for the perpendicularity of the cast-in-situ bored pile to assist in the construction of the cast-in-situ bored pile and the upright pile: the foundation construction of the cast-in-situ bored pile adopts a rotary excavator to form a hole; when the drill hole of the cast-in-situ bored pile reaches a certain depth, removing the drill bit and the drill rod, adding a cast-in-situ bored pile verticality auxiliary device into the drill hole of the cast-in-situ bored pile, and providing guidance for the drill hole through the guide steel cylinder, the upper steel ring, the middle steel ring and the lower steel ring; adopting slurry to protect the wall, integrally lowering the cast-in-situ bored pile to a reinforcement cage through a crane, and pouring concrete underwater; and constructing the upright post pile;
s5, constructing a crown beam, a concrete support and a connecting beam;
s6, excavating the tunnel foundation pit by pit and stage;
s7, constructing a main structure of the tunnel and backfilling earthwork: the tunnel main body structure concrete is constructed in parallel and sequentially from two ends to the middle, vertically and horizontally in layers and layer by layer from bottom to top; the top plate waterproof construction is completed, and foundation pit backfilling is carried out after the strength of the top plate meets the design requirement;
s8, construction of the TRD cement continuous wall: except for the crown beams arranged around the foundation pit of the comprehensive pipe gallery, the rest sides of the comprehensive pipe gallery are constructed by adopting TRD cement continuous walls, and the section steel is vertically lowered to assist in construction;
s9, constructing a pipe gallery foundation pit and a main structure and backfilling earthwork: after the construction of the underground continuous wall, the plugging wall, the cast-in-situ 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 backfill construction of the cast-in-situ pipe gallery are sequentially carried out.
Preferably, the construction preparation in step S1 specifically includes: building a construction site, building a living and production facility, building a comprehensive experience area, removing a house in a construction range, surveying and moving pipelines; carrying out construction organization design and scheme compilation and demonstration, measuring the cross-connecting pile, and re-measuring the elevation of the encrypted conductor; carrying out construction preliminary measurement, laboratory construction, laboratory calibration and concrete mix proportion verification; the construction team enters the field and meets the ground, equipment enters the field and reports the inspection, and materials enter the field and reports the inspection.
Preferably, in step S2: when the underground continuous wall is constructed, the hydraulic grab bucket construction method and the hydraulic double-wheel groove milling construction method of the underground continuous wall are adopted for combined construction: the grab bucket type trenching machine is provided with an automatic inclinometer and a deviation correcting device, and hydraulic grab bucket trenching is carried out above the rock stratum through the grab bucket type trenching machine; in a strongly weathered and slightly weathered rock stratum with lower strength, performing rock-entering drilling by adopting double-wheel milling; when the construction progress of the double-wheel milling is slow, hammering is carried out through a round hammer with the diameter of 1m and the weight of 14t, then rock drilling is carried out through the double-wheel milling, groove wall trimming is carried out through a square hammer for groove wall trimming of the diaphragm wall, and finally bottom cleaning is carried out through a grooving machine; the cutting blade rotates to the side of the trimming square hammer of the wall of the diaphragm wall to fold in the lowering process of the trimming square hammer of the wall of the diaphragm wall through the rotating shaft, and rotates to open to the outer side of the trimming square hammer of the wall of the diaphragm wall to cut and trim the wall of the diaphragm wall in the lifting process of the trimming square hammer of the wall of the diaphragm wall.
Preferably, in step S2: the thickness of the underground continuous wall is 800 mm; the set interval between the blocking wall and the foundation pit is 200 m.
Preferably, in the step S4, in the construction process of the steel reinforcement cage, the embedded structure is connected with the embedded wall steel support along the steel support depth, the embedded part is chiseled out in the construction stage of the steel support, and the embedded plate, the steel support and the bracket on the steel reinforcement are welded.
Preferably, the construction method of the crown beam, the concrete support and the tie beam in the step S5 specifically includes: after the construction of the underground continuous wall is finished, excavating earthwork above the crown beam, the waist beam and the supporting bottom; chiseling or cleaning concrete above the bottom of the crown beam to the designed elevation of the top of the wall; then, excavating all soil bodies above the elevation of the top beam, the waist beam and the support bottom; leveling and pouring a C15 cushion layer, and then paving a felt; arranging crown beams around the tunnel and the foundation pit of the comprehensive pipe gallery; adopting concrete support for the first support, and connecting the concrete support and the crown beam through H-shaped steel; and connecting beams are arranged among the concrete supports.
Preferably, the excavation mode of the tunnel foundation pit by pit and by stage in the step S6 is specifically as follows: according to the geometric dimension of the tunnel foundation pit, the arrangement of the enclosure wall and the supporting structure system, and foundation stabilization and construction conditions, the foundation pit and the pit of the tunnel are excavated and supported in sequence by adopting the methods of layering, blocking, symmetry, balancing, soil retaining and slope protecting and step flow, and construction parameters are determined.
The cast-in-place pipe gallery and the box type tunnel share an enclosure system and are obtained according to the method.
The invention has the beneficial effects that:
(1) the combined common enclosure system is adopted, the comprehensive pipe gallery and the box type tunnel foundation pit share one side underground continuous wall as an enclosure structure, the underground continuous wall and the main body form a composite structure by being matched with a plurality of inner support systems and arranging the plugging walls, so that the structural design is optimized and more reasonable, the disturbance to the foundation pits on two sides is small, the construction precision, the quality and the stability of the enclosure structure are improved, the construction cost is saved, the economic benefit is high, and the enclosure cost is reduced.
(2) Determining construction parameters according to a 'time-space effect' rule when pit-by-pit staged excavation is carried out on a tunnel foundation pit; in order to ensure the lowering precision of the section steel of the cement-soil mixing wall, the H-shaped steel is lowered by adopting a section steel vertical lowering die in the process of constructing the cement-soil continuous wall, and the hole is drilled by adopting a drilling bored concrete pile verticality auxiliary device; the compactness of a soil body of the hole wall can be improved, and the stability of the hole wall at the drilling hole is enhanced; the whole length of the connecting rib is changed by connecting the upper connecting rib screw hole and the lower connecting rib screw hole through the bolts, so that the adjustable effect is achieved, and the adjustable connecting rib screw is suitable for construction of cast-in-situ bored piles with various apertures. The positioning steel plate is inserted into the construction platform along the outer positioning line, so that the accuracy of the position below the H-shaped steel is ensured; the handle is arranged on the section steel vertical downward-placing die, so that the section steel vertical downward-placing die is convenient to move; the flange plate is used 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 enhancing the integral 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 a square hammer to carry out the groove wall finishing of the underground continuous wall construction, thereby improving the construction quality and the groove wall stability of the underground continuous wall; the cutting blade is rotationally folded towards the side of the square hammer for trimming the wall of the diaphragm wall through the rotating shaft under the influence of factors such as slurry and the like in the process of lowering the square hammer, and rotationally unfolded towards the outer side of the square hammer in the process of lifting the square hammer for trimming the wall of the diaphragm wall, so that the effect of cutting the wall of the trimming groove is achieved; the blades arranged in multiple rows can effectively improve the quality of groove wall finishing; in order to ensure that the underground diaphragm wall is stable and does not settle, grouting reinforcement is carried out on the toe of the underground diaphragm wall after the underground diaphragm wall reaches the designed strength; a plurality of pull rods are arranged between the steel pipe supports on the two sides at the tops of the wooden supports on the two sides, so that the quality of the whole die is improved; and the components are embedded in the construction process of the underground diaphragm wall, so that the negative influence of the structural stability caused by respective construction of adjacent deep foundation pits is avoided, the construction efficiency of the subsequent inner support is improved, the unsupported time of the foundation pit is shortened, and the construction safety is improved.
Drawings
FIG. 1 is a schematic view of a combined shared containment system;
FIG. 2 is a schematic view of lowering cement-soil continuous wall section steel;
FIG. 3-1 is a front view of a vertical section steel lowering mold;
FIG. 3-2 is a top view of the vertical section steel lowering mold;
FIG. 3-3 is a left side view of the vertical section steel lowering mold;
FIG. 4 is a schematic view of the construction of a plugging wall;
FIG. 5 is a schematic view of an auxiliary device for perpendicularity of a cast-in-situ bored pile;
FIG. 6 is a top view of the device for assisting perpendicularity of a cast-in-situ bored pile;
FIG. 7 is a schematic view of an adjustable connector bar;
FIG. 8 is a schematic view of wall groove finishing of diaphragm wall;
FIG. 9 is a cross-sectional view of a square hammer;
FIG. 10-1 is a front view of a crown beam and diaphragm wall connection reinforced formwork structure;
FIG. 10-2 is a top view of the crown beam and diaphragm wall connection reinforced formwork structure;
FIG. 11 is a schematic diagram of embedding the diaphragm wall;
fig. 12 is a schematic view of the connection and pre-embedding structure of the diaphragm wall and the steel support.
Description of reference numerals: 1-comprehensive pipe gallery, 2-tunnel body, 3-TRD cement soil continuous wall, 4-underground continuous wall, 5-comprehensive pipe gallery inner support, 6-tunnel inner support, 7-blocking wall, 8-groove, 9-construction platform, 10-outer side positioning line, 11-section steel vertical downward-placing mould, 12-H section steel, 13-square pipe section steel, 14-handle, 15-positioning steel plate, 16-blocking wall to be formed, 17-drilling cast-in-place pile perpendicularity auxiliary device, 18-drilling machine, 19-upper flange plate, 20-upper steel ring, 21-adjustable connecting rib, 22-guide 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 holes, 29-lower connecting rib screw holes, 30-bolts, 31-grooves to be excavated, 32-square hammer for trimming wall walls of underground diaphragm walls, 33-lifting lugs, 34-rotating shafts, 35-cutter heads, 36-cutting blades, 37-diversion grooves, 38-steel bar cages, 39-templates, 40-two-side wooden supports, 41-two-side steel pipe supports, 42-steel pipe inclined supports, 43-binding wires, 44-pull rods, 45-steel pipe lap-joint platforms, 46-underground diaphragm wall steel support connection embedded structures, 47-embedded boxes, 48-waterproof top covers, 49-waterproof bottom covers, 50-first water stop belts, 51-second water stop belts, 52-steel bars, 53-embedded plates and 54-hoisting equipment.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for a person skilled in the art, several modifications can be made to the invention without departing from the principle of the invention, and these modifications and modifications also fall within the protection scope of the claims of the present invention.
As an embodiment, as shown in fig. 1 to 12, a construction method for a cast-in-place pipe gallery and a box type tunnel to share a containment system includes the following steps:
s1, construction preparation: building a construction site, building a living and production facility, building a comprehensive experience area, removing a house in a construction range, surveying and moving pipelines; carrying out construction organization design and scheme compilation and demonstration, measuring the cross-connecting pile, and re-measuring the elevation of the encrypted conductor; carrying out construction preliminary measurement, laboratory construction, laboratory calibration and concrete mix proportion verification; entering and bottom-crossing of construction teams, entering and inspection of equipment and entering and inspection of materials;
s2, construction of a common enclosure wall: constructing an underground continuous wall 4, arranging a plugging wall 7 at 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 continuous wall 4; when the underground continuous wall 4 is constructed, the hydraulic grab bucket construction method of the underground continuous wall and the hydraulic double-wheel groove milling construction method of the underground continuous wall are adopted for combined construction: the grab bucket type trenching machine is provided with an automatic inclinometer and a deviation correcting device, and hydraulic grab bucket trenching is carried out above the rock stratum through the grab bucket type trenching machine; in a strongly weathered and slightly weathered rock stratum with lower strength, performing rock-entering drilling by adopting double-wheel milling; when the construction progress of the double-wheel milling is slow, hammering is carried out through a round hammer with the diameter of 1m and the weight of 14t, then rock drilling is carried out through the double-wheel milling, groove wall trimming is carried out through a ground connecting wall groove wall trimming square hammer 32, and finally bottom cleaning is carried out through a grooving machine; the cutting blade 36 rotates to the side of the underground diaphragm wall groove wall trimming square hammer 32 through the rotating shaft 34 to fold in the process of lowering the underground diaphragm wall groove wall trimming square hammer 32, and rotates to open to the outer side of the underground diaphragm wall groove wall trimming square hammer 32 in the process of lifting the underground diaphragm wall groove wall trimming square hammer 33 to cut and trim the groove wall; the thickness of the underground continuous wall is 800 mm; the set interval between the plugging wall 7 and the foundation pit is 200 m;
s3, wall toe grouting: when the underground continuous wall 4 reaches the design strength, grouting and reinforcing the wall toe of the underground continuous wall 4;
s4, adopting the auxiliary device 17 for assisting the perpendicularity of the cast-in-situ bored pile to construct the cast-in-situ bored pile and the upright pile: the foundation construction of the cast-in-situ bored pile adopts a rotary excavator to form a hole; when the drill hole of the cast-in-situ bored pile reaches a certain depth, removing the drill bit and the drill rod, adding the cast-in-situ bored pile verticality auxiliary device 17 into the drill hole of the cast-in-situ bored pile, and providing guidance for the drill hole through the guide steel cylinder 22, the upper steel ring 20, the middle steel ring 23 and the lower steel ring 25; adopting slurry to protect the wall, integrally lowering the cast-in-situ bored pile to a reinforcement cage 38 through a crane, and pouring concrete underwater; and constructing the upright post pile; in the construction process of the steel reinforcement cage 38, embedding the ground wall-connecting steel support connection embedded structure 46 along the depth of the steel support, chiseling out an embedded part in the construction stage of the steel support, and welding an embedded plate, the steel support and a bracket on the steel reinforcement;
s5, constructing the crown beam, the concrete support and the connecting beam: after the construction of the underground continuous wall 4 is completed, excavating earthwork above the crown beam, the waist beam and the supporting bottom; chiseling or cleaning concrete above the bottom of the crown beam to the designed elevation of the top of the wall; then, excavating all soil bodies above the elevation of the top beam, the waist beam and the support bottom; leveling and pouring a C15 cushion layer, and then paving a felt; arranging crown beams around the foundation pit of the tunnel 2 and the comprehensive pipe gallery 1; adopting concrete support for the first support, and connecting the concrete support and the crown beam through H-shaped steel 12; connecting beams are arranged among the concrete supports;
s6, excavation of the tunnel foundation pit by pit and period: according to the geometrical size of the tunnel 2 foundation pit, the arrangement of a retaining wall body and a supporting structure system, and foundation reinforcement and construction conditions, excavating and supporting the tunnel 2 foundation pit by using a layering, blocking, symmetrical, balancing, soil retaining and slope protecting method and a step flow method in sequence, and determining construction parameters;
s7, constructing a main structure of the tunnel and backfilling earthwork: the tunnel main body structure concrete is constructed in parallel and sequentially from two ends to the middle, vertically and horizontally in layers and layer by layer from bottom to top; the top plate waterproof construction is completed, and foundation pit backfilling is carried out after the strength of the top plate meets the design requirement;
s8, construction of the 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 continuous walls 3, and the section steel is vertically lowered to the mold 11 for assisting construction;
s9, constructing the pipe gallery foundation pit and the main structure and backfilling earthwork: after the construction of the underground continuous wall 4, the plugging wall 7, the cast-in-situ bored pile, the upright post pile, the crown beam, the concrete support, the connecting beam and the TRD cement continuous 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 backfill construction of the cast-in-situ pipe gallery are sequentially carried out.
The cast-in-place pipe gallery and box type tunnel shared enclosure system obtained by the method comprises a combined public enclosure system, a section steel vertical lowering die 11, a cast-in-situ pile perpendicularity auxiliary device 17, a diaphragm wall groove wall trimming square hammer 32, a crown beam and diaphragm wall connecting and reinforcing formwork supporting structure and a diaphragm wall and steel support connecting and embedding structure 46;
the combined public enclosure system comprises a comprehensive pipe gallery main body 1, a tunnel main body 2, a comprehensive pipe gallery enclosure structure, a tunnel enclosure structure, a public enclosure structure, a comprehensive pipe gallery inner support 5, a tunnel inner support 6 and a plugging wall 7; the comprehensive pipe gallery enclosure structure adopts a TRD cement continuous wall 3, H-shaped steel 12 is inserted into the TRD cement continuous wall 3, and a plugging wall 7 is arranged at a set interval of each foundation pit from the underground continuous wall 4; the tunnel enclosure structure is an underground continuous wall 4; the tunnel main body 2 and the comprehensive pipe gallery 1 share an underground continuous wall 4; the foundation pit of tunnel main body 2 is arranged multichannel tunnel along depth direction and is supported 6, and the foundation pit of utility tunnel 1 is arranged multichannel utility tunnel along depth direction and is supported 5
The section steel vertical downward-placing die 11 comprises square pipe section steel 13, a handle 14 and a positioning steel plate 15; the construction platform 9 is horizontally arranged above the groove 8, and the construction platform 10 is provided with a section steel vertical downward-placing die 11; the square tube section steel 13 is a main body of the section steel vertical downward-placing die 11; in the vertical section steel lowering die 11, the vertical square pipe section steel 13 close to one side of the H-shaped steel 12 is vertically arranged on the square pipe section steel 13 at the bottom, and the side far away from the H-shaped steel 12 is vertically provided with a positioning steel plate 15; a positioning steel plate 15 is inserted into the construction platform 9 along an outer positioning line 10, and a handle 14 is arranged at an inclined strut position of the section steel vertical downward-placing die 11;
inserting a cast-in-situ bored pile verticality auxiliary device 17 into a bored pile borehole, and hanging the cast-in-situ bored pile verticality auxiliary device 17 and a drilling machine 18; the auxiliary device 17 for perpendicularity of the cast-in-situ bored pile 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 auxiliary device 17 for the verticality of the cast-in-situ bored pile is cylindrical, and the radius of the section is adjusted according to the actual aperture; a to-be-formed plugging wall 16 is arranged at the bottom of the cast-in-situ bored pile perpendicularity auxiliary device 17, the outer side of an adjustable connecting rib 21 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; the upper end and the lower end of the central shaft 24 are respectively provided with an upper flange 19 and a lower flange 26; the upper steel ring 20, the middle steel ring 23 and the lower steel ring 25 are arranged on the outer side of the guide steel cylinder 22 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 bolt 30 is connected with the upper connecting rib screw hole 28 and the lower connecting rib screw hole 29;
the wall-trimming square hammer 32 of the diaphragm wall is hung and connected with a hoisting device 54, the center of the wall-trimming square hammer 32 of the diaphragm wall is provided with a diversion trench 37, the wall side of the diaphragm wall-trimming square hammer 32 close to the trench 8 is provided with a plurality of rows of cutting blades 36 in parallel, and one side of the trench 8 is a trench 31 to be excavated; the cutting blade 36 is arranged on the cutter head 35, and the cutting blade 36 is connected with the wall groove wall trimming square hammer 32 through the rotating shaft 34; the top of the square hammer 32 for trimming the wall of the diaphragm wall is provided with a lifting lug 33;
the crown beam and ground connecting wall connection reinforcing formwork structure comprises a reinforcement cage 38, a formwork 39, wooden supports 40 on two sides, steel pipe supports 41 on two sides, steel pipe inclined supports 42, binding wires 43, pull rods 44 and a steel pipe lapping platform 45; two-side wooden supports 40 are arranged on the outer side of the formwork 39 at intervals in the vertical direction, and two-side steel pipe supports 41 are arranged on the tops and bottoms of the two-side wooden supports 40 in the horizontal direction; the steel pipe supports 41 on the two sides are lapped on the upper side of the steel pipe lapping platform 45 which is horizontally arranged at the turning point of the crown beam; a plurality of pull rods 44 are arranged between the steel pipe supports 41 on the two sides at the top of the wooden supports 40 on the two sides; the steel pipe inclined struts 42 are arranged along the horizontal direction of the crown beam, the steel pipe inclined struts 42 are lapped on the steel pipe supports 41 on the two sides of the top, and the steel pipe inclined struts 42 are connected with the steel pipe supports 41 on the two sides through binding wires 43;
the underground diaphragm wall and steel support connection 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, a reinforcement 52 and an embedded plate 53;
the ground connection wall steel bar cage 38 is embedded with a ground connection wall steel support connection embedded structure 46 along the arrangement depth of the steel supports, an embedded plate 53 is welded on the steel bars 52, and the embedded plate 53 is also welded with a steel support bracket; reinforcing steel bars 52 are welded in the embedded box 47 in an inserting manner, and embedded plates 46 are welded between two adjacent reinforcing steel bars 52; the outer side of the top of the embedded box 47 is made of rubber as a first water stop belt 50, and a waterproof top cover 48 is welded on the embedded box; rubber is arranged on the inner side of the top of the embedded box 47 to serve as a second water stop 51; a waterproof bottom cover 49 is welded on the outer side of the bottom of the embedded box 47; 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 (8)
1. A construction method for a cast-in-place pipe gallery and a box type tunnel sharing enclosure system is characterized by comprising the following steps:
s1, construction preparation;
s2, construction of a common enclosure wall: building an underground continuous wall (4), arranging a plugging wall (7) at 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 continuous wall (4);
s3, wall toe grouting: when the underground continuous wall (4) reaches the design strength, grouting and reinforcing the wall toe of the underground continuous wall (4);
s4, adopting the auxiliary device (17) for drilling bored concrete pile verticality to assist in the construction of the bored concrete pile and the upright pile: the foundation construction of the cast-in-situ bored pile adopts a rotary excavator to form a hole; after the drill hole of the cast-in-situ bored pile reaches a certain depth, a drill bit and a drill rod are removed, a cast-in-situ bored pile verticality auxiliary device (17) is added into the drill hole of the cast-in-situ bored pile, and the guide is provided for the drill hole 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 the wall, integrally lowering the cast-in-situ bored pile to a reinforcement cage (38) through a crane, and pouring concrete underwater; and constructing the upright post pile;
s5, constructing a crown beam, a concrete support and a connecting beam;
s6, excavating the tunnel foundation pit by pit and stage;
s7, constructing a main structure of the tunnel and backfilling earthwork: the tunnel main body structure concrete is constructed in parallel and sequentially from two ends to the middle, vertically and horizontally in layers and layer by layer from bottom to top; the top plate waterproof construction is completed, and foundation pit backfilling is carried out after the strength of the top plate meets the design requirement;
s8, construction of the 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 continuous walls (3), and the section steel is adopted to vertically lower a mould (11) for assisting construction;
s9, constructing a pipe gallery foundation pit and a main structure and backfilling earthwork: after the construction of the underground continuous wall (4), the plugging wall (7), the cast-in-situ bored pile, the upright post pile, the crown beam, the concrete support, the connecting beam and the TRD cement continuous 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 backfill construction of the cast-in-situ pipe gallery are sequentially carried out.
2. The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel according to claim 1, wherein the construction preparation in the step S1 specifically comprises the following steps: building a construction site, building a living and production facility, building a comprehensive experience area, removing a house in a construction range, surveying and moving pipelines; carrying out construction organization design and scheme compilation and demonstration, measuring the cross-connecting pile, and re-measuring the elevation of the encrypted conductor; carrying out construction preliminary measurement, laboratory construction, laboratory calibration and concrete mix proportion verification; the construction team enters the field and meets the ground, equipment enters the field and reports the inspection, and materials enter the field and reports the inspection.
3. The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel according to claim 1, wherein in the step S2: when the underground continuous wall (4) is constructed, the hydraulic grab bucket construction method and the hydraulic double-wheel groove milling construction method of the underground continuous wall are adopted for combined construction: the grab bucket type trenching machine is provided with an automatic inclinometer and a deviation correcting device, and hydraulic grab bucket trenching is carried out above the rock stratum through the grab bucket type trenching machine; in a strongly weathered and slightly weathered rock stratum with lower strength, performing rock-entering drilling by adopting double-wheel milling; when the construction progress of the double-wheel milling is slow, hammering is carried out through a round hammer with the diameter of 1m and the weight of 14t, then rock drilling is carried out through the double-wheel milling, groove wall trimming is carried out through a ground connecting wall groove wall trimming square hammer (32), and finally bottom cleaning is carried out through a grooving machine; the cutting blade (36) rotates to the side of the underground diaphragm wall trimming square hammer (32) through the rotating shaft (34) in the lowering process of the underground diaphragm wall groove wall trimming square hammer (32), rotates to open to the outer side of the underground diaphragm wall groove wall trimming square hammer (32) in the lifting process of the underground diaphragm wall groove wall trimming square hammer (33), and cuts and trims the groove wall.
4. The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel according to claim 3, wherein in the step S2: the thickness of the underground continuous wall is 800 mm; the set interval between the blocking wall (7) and the foundation pit is 200 m.
5. The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel according to claim 1, is characterized in that: in the construction process of the steel bar cage (38) in the step S4, the embedded part is chiseled out in the steel support construction stage, and the embedded plate, the steel support and the bracket support on the steel bar are welded, wherein the embedded structure (46) is connected with the embedded wall steel support embedded along the steel support depth.
6. The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel according to claim 1, wherein the construction modes of the crown beam, the concrete support and the connecting beam in the step S5 are as follows: after the construction of the underground continuous wall (4) is finished, excavating earthwork above the crown beam, the waist beam and the supporting bottom; chiseling or cleaning concrete above the bottom of the crown beam to the designed elevation of the top of the wall; then, excavating all soil bodies above the elevation of the top beam, the waist beam and the support bottom; leveling and pouring a C15 cushion layer, and then paving a felt; arranging crown beams around foundation pits of the tunnel (2) and the comprehensive pipe gallery (1); adopting concrete support for the first support, and connecting the concrete support and the crown beam through H-shaped steel (12); and connecting beams are arranged among the concrete supports.
7. The construction method of the enclosure system shared by the cast-in-place pipe gallery and the box type tunnel according to claim 1, wherein the excavation modes of the tunnel foundation pit by pit and by stage in the step S6 are specifically as follows: according to the geometric dimension of the foundation pit of the tunnel (2), the arrangement of the enclosure wall and the support structure system, and foundation stabilization and construction conditions, the foundation pit and the pit of the tunnel (2) are excavated and supported in sequence by adopting the methods of layering, blocking, symmetry, balance, soil retaining, slope protection and ladder flowing water, and construction parameters are determined.
8. A cast-in-place pipe gallery and box type tunnel shared enclosure system, which is obtained by the method according to any one of claims 1 to 7.
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