CN115030136B - Construction method for pipeline crossing underground continuous wall of foundation pit area - Google Patents
Construction method for pipeline crossing underground continuous wall of foundation pit area Download PDFInfo
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- CN115030136B CN115030136B CN202210671226.9A CN202210671226A CN115030136B CN 115030136 B CN115030136 B CN 115030136B CN 202210671226 A CN202210671226 A CN 202210671226A CN 115030136 B CN115030136 B CN 115030136B
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- 238000010276 construction Methods 0.000 title claims abstract description 84
- 238000000034 method Methods 0.000 claims abstract description 35
- 238000009412 basement excavation Methods 0.000 claims abstract description 29
- 230000002787 reinforcement Effects 0.000 claims abstract description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 27
- 230000008569 process Effects 0.000 claims abstract description 18
- 239000000725 suspension Substances 0.000 claims abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 81
- 239000010959 steel Substances 0.000 claims description 81
- 230000003014 reinforcing effect Effects 0.000 claims description 32
- 239000004568 cement Substances 0.000 claims description 28
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 24
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 claims description 22
- 239000002002 slurry Substances 0.000 claims description 20
- 238000003466 welding Methods 0.000 claims description 16
- 238000002347 injection Methods 0.000 claims description 14
- 239000007924 injection Substances 0.000 claims description 14
- 238000005520 cutting process Methods 0.000 claims description 13
- 229910000147 aluminium phosphate Inorganic materials 0.000 claims description 11
- 235000019353 potassium silicate Nutrition 0.000 claims description 11
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 11
- 238000007789 sealing Methods 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 description 14
- 230000008859 change Effects 0.000 description 4
- 238000007599 discharging Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000013519 translation Methods 0.000 description 1
Classifications
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention provides a construction method for a pipeline to traverse an underground continuous wall in a foundation pit area. The method comprises the following steps: decomposing the whole underground diaphragm wall affected by the pipeline into underground diaphragm walls A, B which are positioned at two sides of the pipeline and have the width smaller than the width of the original whole underground diaphragm wall, constructing underground diaphragm walls A, B, and reserving a diaphragm wall joint area of 0.8-1 m; constructing an MJS construction method pile outside a foundation pit in a joint area of the continuous wall; shiguan beams and carrying out suspension protection on pipelines; an emergency dewatering well is constructed; WSS grouting reinforcement in the foundation pit before the foundation pit is excavated, and plugging of the underground continuous wall joint is reversely carried out in the foundation pit excavation process. The construction method solves the problem of building envelope construction of the area affected by the pipeline, can construct the underground diaphragm wall of the area affected by the pipeline under the condition of not changing the pipeline, shortens the construction period, ensures the safety in construction and reduces the safety risk caused by water leakage in the process of excavating a foundation pit.
Description
Technical Field
The invention relates to the technical field of foundation pit engineering, in particular to a construction method for an underground diaphragm wall with a pipeline traversing a foundation pit area.
Background
When constructing a foundation of a high-rise building or a subway station, the foundation pit is generally excavated by adopting an open cut method. In order to ensure the safety of the foundation pit excavation process, the surrounding stratum of the foundation pit needs to be reinforced and supported in advance. As a safe and reliable supporting structure, the underground diaphragm wall is widely applied to excavation supporting of various deep and large foundation pit projects, and meanwhile, the underground diaphragm wall has good waterproof performance. The construction process of the underground diaphragm wall is that a guide wall is excavated and manufactured before construction, a pile punching machine or a grooving machine is adopted to form grooves after the guide wall is completed, and a reinforcement cage is placed down to pour concrete after the grooves are formed to complete the construction of the underground diaphragm wall; then, excavating square chisel to remove redundant pile heads, constructing a crown beam support, and starting excavation of the foundation pit.
Building subway stations in urban areas often encounters a large number of municipal pipelines, and the change of many municipal pipelines has the problems that the pipelines cannot be moved or the change easily causes pipeline damage, the change cost is high, and the like, so that only in-situ protection can be performed, and the construction of an underground continuous wall can be influenced for the pipelines which can not be changed when crossing a foundation pit, so that the enclosure structure cannot be completely closed. The underground diaphragm wall can only be constructed after the pipeline is changed, and the engineering is seriously blocked due to a single underground diaphragm wall construction process, so that the whole engineering progress can not meet the requirements. The prior art is directed at the construction of the enclosure structure in the pipeline in-situ protection range, the reverse construction method is adopted, namely the reverse construction method which is performed while digging is adopted for the construction of the enclosure structure below the pipeline, the method is adopted for reinforcing and stopping water in advance at the opening position of the enclosure structure, so that the safety risks such as water burst, sand burst, earthwork collapse and the like are prevented during the reverse construction, and as the width of each continuous wall is generally 5-6 m, the whole reverse construction area is larger, the range of the water stop reinforcing treatment is larger, the reinforcing and water stop effect cannot be ensured, and the earthwork collapse risk during the reverse construction cannot be ensured.
Disclosure of Invention
According to the construction method, the whole diaphragm wall is divided into two parts, and the plugging effect of the diaphragm wall is guaranteed through special joint treatment, so that the problem of building a building envelope of an area affected by the pipeline can be solved, and the safety risk caused by water leakage in the process of excavation of the foundation pit is prevented.
In order to solve the technical problems, the invention provides a construction method for a pipeline to traverse an underground continuous wall of a foundation pit area, which is characterized by comprising the following specific construction steps of:
(1) Decomposing the whole underground diaphragm wall affected by the pipeline into an underground diaphragm wall A and an underground diaphragm wall B which are positioned at two sides of the pipeline and have a width smaller than that of the original whole underground diaphragm wall, forming a diaphragm wall joint area positioned below the pipeline between the underground diaphragm wall A and the underground diaphragm wall B, and arranging H-shaped steel at one sides of the underground diaphragm wall A and the underground diaphragm wall B adjacent to the diaphragm wall joint area;
(2) Constructing an underground continuous wall A and an underground continuous wall B; digging continuous wall groove bodies on two sides of a pipeline according to the digging width of a grab bucket of a grooving machine in a two-side cutting mode, simultaneously lowering reinforcement cages of the underground continuous wall A and the underground continuous wall B after digging, simultaneously performing concrete pouring on the underground continuous walls on two sides of the pipeline, and forming a continuous wall joint area of 0.8-1 m between the underground continuous wall A and the underground continuous wall B after construction;
(3) Constructing an MJS construction method pile outside a foundation pit in a joint area of the continuous wall; constructing the MJS construction method pile construction drill pipes from two sides of a pipeline, reserving a safe distance of 8-10 cm between the drill pipes and the pipeline, enabling the reinforcement depth of the MJS construction method pile to reach the wall bottom of the underground continuous wall, mutually biting two adjacent MJS construction method piles, enabling the overall width of the MJS construction method pile to be larger than the width of a joint area of the continuous wall, and completely plugging the outer side of the joint area of the continuous wall;
(4) Shiguan beams and carrying out suspension protection on pipelines; after the construction of the underground diaphragm wall and the MJS construction method pile is completed, constructing a crown beam on the top surface of the underground diaphragm wall, and then constructing a pipeline suspension protection structure above the crown beam;
(5) An emergency dewatering well is constructed; after the MJS reinforcement and the crown beam are completed, an emergency dewatering well is constructed near the joint area of the continuous wall;
(6) Grouting and reinforcing WSS in the foundation pit before the foundation pit is excavated; carrying out WSS grouting reinforcement from the interior of the foundation pit towards the joint area of the underground continuous wall before the foundation pit is excavated, wherein WSS grouting pipes are obliquely arranged downwards, the reinforcement width is larger than the width of the joint area of the continuous wall, and the height is larger than the excavation height each time; the WSS grouting reinforcement slurry is prepared by cement slurry, water glass and phosphoric acid;
(7) After WSS grouting reinforcement is completed, foundation pit excavation is carried out, an underground continuous wall joint area and soil surrounding the underground continuous wall joint area are excavated firstly, the excavation depth is controlled within 1m, the underground continuous wall joint area is excavated to the outermost side of the H-shaped steel of the underground continuous wall joint, and the soil on two sides of the underground continuous wall joint area is not excavated firstly;
(8) Welding and binding reinforcing steel meshes at joints of the reverse-made underground continuous wall; after the underground diaphragm wall joint is excavated completely, welding a reinforcing steel mesh, firstly welding horizontal reinforcing steel bars of the reinforcing steel mesh on the inner sides of H-shaped steel of the underground diaphragm wall A and the underground diaphragm wall B, and binding vertical reinforcing steel bars on the horizontal reinforcing steel bars;
(9) Welding and reinforcing plugging steel plates for reverse-made joints of the underground continuous wall; after the installation of the reinforcing mesh is completed, sealing a mould by adopting a plugging steel plate with the thickness of 6-10 mm, vertically welding the steel plate on H-shaped steel of the underground diaphragm wall A and the underground diaphragm wall B, transversely fixing the steel plate by adopting a plurality of channel steel, fixing two ends of each channel steel on concrete of the underground diaphragm wall A and the underground diaphragm wall B through expansion bolts, and reserving concrete injection ports at the upper parts of the plugging steel plates;
(10) Reversely casting concrete of the joints of the underground continuous wall; after the steel template is reinforced, injecting concrete into the joint area of the underground diaphragm wall by using an upper concrete injection port, and closing the concrete injection port after the concrete pouring is completed;
(11) Repeating the steps (6) to (10) until the foundation pit bottom is dug, and plugging the joint area of the whole underground continuous wall; and finally, continuously excavating the joint of the underground diaphragm wall to at least 1m below the bottom surface of the foundation pit, and backfilling the joint of the underground diaphragm wall to the bottom surface of the foundation pit after the plugging construction of the joint of the underground diaphragm wall is carried out in the steps (8) to (10).
The invention has the preferable technical scheme that: and (2) when the groove bodies of the underground diaphragm wall A and the underground diaphragm wall B are excavated, the area, close to the lower part of the pipeline, of the groove body transversely moves to the lower part of the pipeline by using a grab bucket to form grooves, the groove walls are cut in a single-side cutting mode, and the cutting thickness of each time is not more than 20cm.
The invention has the preferable technical scheme that: the MJS construction method pile in the step (3) comprises two pile bodies with the diameter of 2m, wherein the two pile bodies are engaged with each other by 0.4-0.6 m, and the reinforcement depth of the MJS construction method pile is from the bottom surface of the crown beam to the bottom of the wall of the underground continuous wall.
The invention has the preferable technical scheme that: the MJS construction method pile in the step (3) is a pile body formed by lowering a drill rod to the designed depth through a hole and spraying cement slurry at a fixed position; during the construction process: the water pressure of the hole cutting is 10-30 MPa, the cement slurry pressure is more than or equal to 40MPa, the cement slurry flow is 110-130L/min, the main air pressure is 0.5-0.8 MPa, the main air flow is 8-10 m 3/min, the reverse water suction pressure is 8-25 MPa, and the reverse water suction flow is 0-60L/min.
The invention has the preferable technical scheme that: the pipeline suspension protection structure in the step (4) comprises two groups of army beams which are arranged on the top surface of the crown beam, the two groups of army beams are symmetrically arranged on two sides of the pipeline, I-steel is arranged at the bottom of the two groups of army beams at intervals of 1.5-2.5 m and is locked on the army beams by adopting U-shaped spiral clamping rings, and the I-steel integrally holds the pipeline for suspension protection.
The invention has the preferable technical scheme that: the dewatering well in the step (5) is provided with at least two openings, and at least one opening is respectively arranged on two sides of the joint of the ground connecting wall; the diameter of the hole of the dewatering well is 600-800 mm, the vertical distance between the dewatering well and the underground continuous wall is 1m, and the horizontal distance between the dewatering well and the joint of the underground continuous wall is 4m.
The invention has the preferable technical scheme that: in the step (6), the inclined angle of WSS inclined grouting in the foundation pit is 45 degrees, grouting pipes are arranged according to the interval of 0.5m, and the grouting pipes penetrate through the MJS reinforcing piles; grouting pressure below the excavation surface is controlled within 1MPa, and grouting pressure above the excavation surface is controlled within 0.5 MPa; the WSS grouting slurry is prepared by adding phosphoric acid with the concentration of more than or equal to 85% into water glass with the Baume degree of more than or equal to 98%, and injecting the phosphoric acid and the cement slurry together; the cement paste has a water cement ratio of 1:1, and the volume ratio of cement paste to water glass of 1: and 0.8, wherein the volume ratio of phosphoric acid to water glass is 1:3.
The invention has the preferable technical scheme that: and (3) performing excavation on the joint of the underground wall at the bottom of the pipeline when the foundation pit is excavated after the WSS grouting reinforcement in the step (7) is completed.
The invention has the preferable technical scheme that: in the step (8), the reinforcing mesh comprises an inner reinforcing mesh and an outer reinforcing mesh, a quincuncial drag hook is arranged between the inner reinforcing mesh and the outer reinforcing mesh, the drag hook adopts 8-number round steel, and the distance is 250-350 mm.
The invention has the preferable technical scheme that: and (3) injecting C45 concrete added with an early strength agent in the step (9), after pouring, welding and sealing an upper injection port by using a steel plate, reserving a grouting hole with the diameter of 8-10 mm, and stopping grouting when grouting occurs in the grouting process.
The invention aims at the problem that the underground continuous wall affected by the pipeline is divided into two continuous walls, the joint of the two continuous walls is positioned below the pipeline, the joint is constructed in a reverse way, the joint of the underground continuous wall adopts a mode of MJS grouting reinforcement outside a foundation pit, and the outside of the joint of the continuous wall is plugged and reinforced by MJS piles, so that the water leakage phenomenon in the process of excavation of the foundation pit is avoided; in the foundation pit excavation process, steel bar mesh welding is carried out to the joint of the diaphragm wall, a quincuncial drag hook is arranged on the steel bar mesh, a steel plate is welded on one side of the joint of the diaphragm wall, which is positioned in the foundation pit, and is sealed by a steel plate, the steel plate is fixed through channel steel, the inner side of the joint is plugged by the steel plate, then C45 concrete (early strength agent) is injected into the joint through a concrete injection port reserved on the upper part of the steel plate to complete plugging, so that the plugging effect of the joint is ensured, and the safety of the joint in the excavation reverse process is ensured. The construction method solves the problem of building envelope construction of the area affected by the pipeline, can construct the underground diaphragm wall of the area affected by the pipeline under the condition of not changing the pipeline, shortens the construction period, ensures the safety in construction, greatly reduces the changing cost, saves the construction period and reduces the safety risk caused by water leakage in the process of excavating the foundation pit.
Drawings
FIG. 1 is a schematic view of a continuous wall seam in accordance with the present invention;
FIG. 2 is a schematic view of a joint treatment structure of an underground diaphragm wall according to the present invention;
FIG. 3 is a cross-sectional view of AA in FIG. 2;
FIG. 4 is a cross-sectional view of BB in FIG. 2;
fig. 5 to 12 are construction process diagrams of the present invention.
In the figure: 1-underground continuous wall A, 2-underground continuous wall B, 3-continuous wall joints, 4-I-steel joints, 5-plugging steel plates, 6-reinforcing steel meshes, 7-concrete, 8-channel steel, 9-MJS reinforcing piles, 10-expansion bolts, 11-crown beams, 12-base cushion layers, 13-pipelines and 14-pipeline suspension protection structures.
Detailed Description
The invention is further described below with reference to the drawings and examples. Figures 1 through 12 are drawings of embodiments, which are drawn in a simplified manner, for the purpose of illustrating embodiments of the invention in a clear and concise manner. The following technical solutions presented in the drawings are specific to embodiments of the present invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be understood that the directions or positional relationships indicated by the terms "upper", "lower", "inner", "outer", "left", "right", etc. are based on the directions or positional relationships shown in the drawings, or the directions or positional relationships conventionally put in place when the inventive product is used, or the directions or positional relationships conventionally understood by those skilled in the art are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements referred to must have a specific direction, be configured and operated in a specific direction, and therefore should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
The plugging structure of the continuous wall joint in the embodiment comprises an adjacent underground continuous wall A and an adjacent underground continuous wall B, wherein a continuous wall joint 3 with the width of more than 0.8-1 m is arranged between the underground continuous wall A and the underground continuous wall B, and I-steel joints 4 are reserved on one side of the underground continuous wall A and one side of the underground continuous wall B, which are close to the continuous wall joint 3 respectively; the diaphragm wall a and diaphragm wall B, and the blocking structure extend to a position 1m below the base pad layer 12 of the foundation pit. The construction of keeping away from the foundation ditch side at diaphragm wall seam 3 has MJS to consolidate stake 9, is equipped with shutoff steel sheet 5 near the foundation ditch side at diaphragm wall seam 3, MJS consolidates stake 9 and is the reinforcement stake body that is formed by leading the hole to drop the drilling rod to the design degree of depth from ground before the foundation ditch excavation to location high pressure injection cement slurry, MJS consolidates stake 9 and includes two MJS worker method stake bodies of interlock each other, and the diameter of every stake body is 2m, and its interlock is 0.5m, and every stake body extends to below the bottom surface of diaphragm wall from the crown beam 11 bottom surface of diaphragm wall to with diaphragm wall seam 3 keep away from the side of foundation ditch shutoff completely. The continuous wall joint 3 is internally provided with a reinforcing steel bar net sheet 6, the reinforcing steel bar net sheet 6 comprises an inner reinforcing steel bar net sheet and an outer reinforcing steel bar net sheet, and a quincuncial drag hook is arranged between the two reinforcing steel bar net sheets; each layer of reinforcing mesh comprises horizontal reinforcing bars and vertical reinforcing bars, two ends of each horizontal reinforcing bar are welded on I-shaped steel joints 4 of the first underground continuous wall A and the second underground continuous wall B respectively, and the vertical reinforcing bars are bound on the horizontal reinforcing bars; the plugging steel plate 5 is made of steel plates with the thickness of 8cm, the construction is carried out after the welding of the steel bar meshes 6 is finished, two sides of the plugging steel plate 5 are respectively and vertically welded on the I-shaped steel joints 4 of the underground diaphragm wall A and the underground diaphragm wall B, the two sides of the plugging steel plate are transversely fixed through a plurality of channel steels 8, the length of each channel steel 8 is larger than the width of the outer side edges of the I-shaped steel joints 4 of the underground diaphragm wall A and the underground diaphragm wall B, each channel steel 8 is horizontally arranged on the outer side of the plugging steel plate 5, two ends of each channel steel 8 are respectively fixed on the concrete of the underground diaphragm wall A and the concrete of the underground diaphragm wall B through expansion bolts 10, and the vertical distance between every two adjacent channel steels 8 is 0.5m. A10 cm concrete injection port is reserved at the upper part of the plugging steel plate 5, and concrete is injected into the continuous wall joint 3 through the concrete injection port to form concrete.
The construction method of the present invention is further described below with reference to specific embodiments, where the embodiments are directed to a foundation pit support structure, the foundation pit support structure is an underground continuous wall, the normal wall width of the underground continuous wall is 4-6 m, the thickness is 1m, the depth is 45m, and the foundation pit depth is 30m. Through on-site exploration, a 110KV high-voltage cable line spans across the foundation pit within the range of the foundation pit support structure, the burial depth is 0.4m, and the top elevation is 384.1. The cable duct is 1.50m wide, 6 MPP pipes are arranged in the cable duct, the pipe diameter of each MPP pipe is 0.20m, wherein 110kv cables are arranged in the 6 MPP pipes, 10kv cables are arranged in the 5 MPP pipes, a plurality of weak current communication cables are arranged in the 4 MPP pipes, and 3 MPP pipes are empty pipes. The 110KV high-voltage cable pipeline has high relocation cost, long relocation period and only has one relocation opportunity every year, the relocation difficulty is high, the construction period plan is restricted, only a suspension protection scheme can be adopted, the underground diaphragm wall below the suspension protection cannot form a groove, the diaphragm wall of a suspension protection area cannot be constructed, and in order to solve the problems, the project department adopts the construction method of the invention to construct the underground diaphragm wall of the area, and the concrete construction steps are as follows:
(1) The original width of the ground connection affected by the 110kv high-voltage cable is 6m, the ground connection is divided into two ground connection walls of an underground continuous wall A and an underground continuous wall B which are 3m wide and positioned at two sides of a pipeline, as shown in figure 1, a continuous wall joint area positioned below the pipeline is formed between the underground continuous wall A and the underground continuous wall B, and H-shaped steel is arranged at one side of each of the two ground connection walls, which is close to the continuous wall joint area;
(2) Constructing an underground continuous wall A and an underground continuous wall B; and (3) sequentially grooving the wall webs on two sides of the 110kv pipeline by adopting a grooving machine (the grooving machine head excavation width is 3 m), excavating the upper half part of the soil mass of 10m right below the 110kv pipeline by adopting a long arm excavator, repeatedly brushing the walls on two sides by adopting a translation grooving machine mode after the lower grooving machine head is completely positioned below the pipeline, finally forming a soil mass with the width of 0.8-1 m on the lower part of the 110kv power pipe, and sequentially carrying out reinforcement cage hoisting after the grooving is completed, and forming a gap of 0.8-1 m between the two soil masses after the reinforcement cage hoisting is completed. When the groove bodies of the underground diaphragm wall A and the underground diaphragm wall B are excavated, as earthwork with the width of about 1.0 meter exists below the pipeline, the method is influenced by the pipeline box groove, and a single-side cutting mode is adopted, so that the construction quality and the pipeline safety are ensured, the excavation progress of the earthwork below the pipeline is not too fast, and a method of slow excavation and slow footage is adopted. The earthwork below the pipeline is preferably cut by adopting a grab bucket cutting mode, the grab bucket is not needed to be cut, the cutting thickness of each time is not more than 20cm, firstly, the flatness of the groove wall is ensured, and secondly, the phenomenon that the grooving machine imports and the oil pipe or the steel wire rope collides with the pipeline box groove is avoided.
(3) Constructing an MJS construction method pile outside a foundation pit in a joint area of the continuous wall; the MJS construction method pile construction drill rod is tightly attached to two sides (reserved with 10cm safety distance) of the 110kv high-voltage cable to sequentially construct, pile forming is achieved by the aid of the MJS construction method pile construction drill rod, pile forming is large in radius and high in quality, pile forming is achieved by the aid of the characteristics that the pile forming is small in influence on pipelines, pile biting is achieved, reinforcement of weak parts on the outer sides of joints of the underground continuous wall is made up, and reinforcement depth is from below a water level line of the underground water to the bottom of the underground continuous wall. The construction parameters of the MJS construction method pile are as follows:
TABLE 1 MJS construction parameters Table
As shown in FIG. 5, the MJS construction method piles are reinforced to the depth of the wall bottom of the underground diaphragm wall, two adjacent MJS construction method piles are mutually meshed by 0.5m, the overall width of the MJS construction method piles is larger than the width of the diaphragm wall joint area, and the outer side of the diaphragm wall joint area is completely blocked.
The specific construction process of the MJS construction method pile is as follows:
a. Connecting a power supply, a data line, each pipeline, a drill bit and an in-ground pressure monitoring display, confirming zero clearing under the condition that the drill bit is not loaded, and ensuring sealing by pipeline connection so that no air exists in the pipe;
b. Checking the running condition of equipment, ensuring that a host machine, a high-pressure pump, an air compressor, a slurry stirring system, an MJS management device and the like can be positioned in place under the normal working state, and starting zero calibration after a rack is placed stably;
c. the drill rod is lowered, namely the drill rod is lowered to the designed depth in the guide hole, and if the lowering of the drill rod is difficult in the process of lowering the drill rod, the hole cutting water is opened to perform normal hole cutting and drilling;
d. when the drill rod and the drill bit are in butt joint, carefully checking the condition of the sealing ring to see whether the sealing ring is missing or damaged or whether the internal pressure of the ground is normal;
e. Repeating the step c and the step d until the drill bit reaches a preset depth and the drill rod is in place; after the drill bit reaches a preset depth, starting to calibrate zero, enabling the scale of the power head '0', the nozzle and the white line on the drill rod to be in the same straight line, setting various technological parameters including a swinging angle, a drawing speed, a rotation number and the like, and starting to improve after setting;
f. Spraying at a fixed position, firstly opening a reverse suction water flow and a reverse suction air, and opening a mud discharging valve and opening a high-pressure cement pump and a main air compressor when the normal mud discharging is confirmed; firstly, spraying 50cm of water upwards at the pressure of 10mpa, then switching the water into cement slurry, and starting to spray upwards after the drill rod is put in place again for improvement;
g. When the high-pressure cement pump is started, the pressure cannot be too high, the pressure should be increased gradually, and the lifting can not be started until the specified pressure is reached and the normal internal pressure is confirmed after the specified pressure is reached. When the water is changed into cement slurry, the pressure can automatically rise, and when the pressure has abrupt change, the pressure can be adjusted;
h. Closely monitoring the internal pressure of the ground during construction, and when the pressure is abnormal, timely adjusting the size of the slurry discharging valve to control the internal pressure of the ground within a safe range; when a drill rod is lifted, the drill rod is detached, cement paste is required to be switched into water for rear detachment, when the pressure of the cement paste pump has a downward regulating trend, the water flow reaches the position of the nozzle, and at the moment, the cement paste pump, the main air, the back suction air and the back suction water flow are closed. In the process of disassembling the drill rod, the conditions of the sealing ring and the data line are carefully checked to see whether the sealing ring and the data line are damaged or not, and the underground pressure is displayed normally or not, so that if a problem exists, the situation can be eliminated in time and the spraying can be continued. After the drill rod is disassembled, the drill rod needs to be washed and maintained in time.
I. Repeating the steps until the construction is finished. After the construction is finished, the equipment is washed and maintained.
(4) Shiguan beams and carrying out suspension protection on pipelines; as shown in fig. 6, after the construction of the underground diaphragm wall and the MJS method piles is completed, a crown beam is constructed on the top surface of the underground diaphragm wall, and then a pipeline suspension protection structure is constructed above the crown beam; the pipeline suspension protection structure comprises two groups of army beams which are arranged on the top surface of the crown beam, the two groups of army beams are symmetrically arranged on two sides of the pipeline, I-steel is arranged at the bottoms of the two groups of army beams at intervals of 1.5-2.5 m and is locked on the army beams by adopting U-shaped spiral clamping rings, and the I-steel integrally holds a 110kv high-voltage cable for suspension protection.
(5) An emergency dewatering well is constructed; after the MJS reinforcement and the crown beam are completed, an emergency dewatering well is constructed near the joint area of the continuous wall; 2 openings of dewatering wells are arranged on two sides of a joint area of the continuous wall, the pore-forming diameter of the dewatering wells is 700mm, the diameter of the dewatering wells is 273mm, and backfill is 200 mm; the dewatering well is at a vertical distance of 1m from the underground continuous wall and at a horizontal distance of 4m from the joint of the underground continuous wall.
(6) Grouting and reinforcing WSS in the foundation pit before the foundation pit is excavated; carrying out WSS grouting reinforcement from the interior of the foundation pit towards the joint area of the underground continuous wall before the foundation pit is excavated, wherein WSS grouting pipes are obliquely arranged downwards, the reinforcement width is larger than the width of the joint area of the continuous wall, and the height is larger than the excavation height each time; the inclined angle of the WSS oblique grouting is 45 degrees, the length of the WSS grouting pipe is 4m, and the WSS grouting pipe passes through the original MJS reinforcing pile; the WSS grouting pipes are buried, for example, grouting widths are larger than 0.5m and are distributed according to 0.5m transverse intervals, the grouting widths are smaller than 0.5m and are controlled according to one control, the intervals in the vertical direction are controlled to be 0.5m in a row, and a layer of grouting pipes are reinforced from top to bottom. The WSS grouting is carried out by adding phosphoric acid with the concentration of more than or equal to 85% into water glass with the Baume degree of more than or equal to 98%, and injecting the phosphoric acid and cement slurry together; the cement paste has a water cement ratio of 1:1, and the volume ratio of cement paste to water glass of 1: and 0.8, wherein the volume ratio of phosphoric acid to water glass is 1:3. When WSS grouting is carried out, the lower part of each excavation surface is controlled within 1Mpa, the upper part of each excavation surface is controlled within 0.3Mpa, special persons observe the condition of leakage at each wall joint when grouting is carried out above a foundation pit, the upper interphone and the lower interphone are linked, the principle that the sealing steel plate at the joint of the ground connecting wall is unchanged is adopted, and grouting is stopped immediately when grout leakage occurs.
(7) After WSS grouting reinforcement is completed, foundation pit excavation is carried out, as shown in fig. 7, soil bodies around the underground continuous wall joint area are excavated firstly, soil bodies on two sides of the underground continuous wall joint area are not excavated firstly, the excavation depth is controlled within 1m, and the underground continuous wall joint area is excavated to the outermost side of the H-shaped steel of the underground continuous wall joint;
(8) Welding and binding reinforcing steel meshes at joints of the reverse-made underground continuous wall; as shown in fig. 8, after the underground diaphragm wall joint is excavated completely, the welding of the reinforcing steel mesh is carried out, firstly, the horizontal reinforcing steel of the reinforcing steel mesh is welded on the inner sides of H-shaped steel of the underground diaphragm wall A and the underground diaphragm wall B, and the vertical reinforcing steel is bound on the horizontal reinforcing steel; the steel bar meshes comprise inner steel bar meshes and outer steel bar meshes, plum blossom-shaped drag hooks are arranged between the inner steel bar meshes and the outer steel bar meshes, the drag hooks are made of 8-number round steel, and the distance is 300mm.
(9) Welding and reinforcing plugging steel plates for reverse-made joints of the underground continuous wall; as shown in fig. 9, after the installation of the reinforcing mesh is completed, sealing is performed by adopting a plugging steel plate with the thickness of 8mm, the steel plate is vertically welded on H-shaped steel of the underground diaphragm wall A and the underground diaphragm wall B, a plurality of C10 channel steel are transversely adopted for fixing, two ends of each channel steel are fixed on concrete of the underground diaphragm wall A and the underground diaphragm wall B through phi 20mm expansion bolts, and a 10cm concrete injection port is reserved at the upper part of the steel plate.
(10) Reversely casting concrete of the joints of the underground continuous wall; as shown in fig. 10, after the steel form is reinforced, C45 concrete is injected into the joint area of the underground diaphragm wall by using an upper concrete injection port (early strength is added), and after the concrete pouring is finished, the concrete injection port is closed, a phi 10mm grouting hole is reserved, and grouting is stopped when grouting occurs in the grouting process;
(11) Repeating the steps (6) to (10) until the foundation pit bottom is dug, as shown in fig. 11, and plugging the joint area of the whole underground diaphragm wall; and finally, continuously excavating the joint of the underground diaphragm wall to at least 1m below the bottom surface of the foundation pit, as shown in fig. 12, and backfilling the joint of the underground diaphragm wall to the bottom surface of the foundation pit after the joint of the underground diaphragm wall is plugged by repeating the steps (8) to (10).
The foregoing description is of one embodiment of the invention and is thus not to be taken as limiting the scope of the invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of the invention should be assessed as that of the appended claims.
Claims (6)
1. The construction method for the pipeline crossing the underground continuous wall of the foundation pit area is characterized by comprising the following specific construction steps of:
(1) Decomposing the whole underground diaphragm wall affected by the pipeline into an underground diaphragm wall A and an underground diaphragm wall B which are positioned at two sides of the pipeline and have a width smaller than that of the original whole underground diaphragm wall, forming a diaphragm wall joint area positioned below the pipeline between the underground diaphragm wall A and the underground diaphragm wall B, and arranging H-shaped steel at one sides of the underground diaphragm wall A and the underground diaphragm wall B adjacent to the diaphragm wall joint area;
(2) Constructing an underground continuous wall A and an underground continuous wall B; digging continuous wall groove bodies on two sides of a pipeline according to the digging width of a grab bucket of a grooving machine in a two-side cutting mode, simultaneously lowering reinforcement cages of the underground continuous wall A and the underground continuous wall B after digging, simultaneously performing concrete pouring on the underground continuous walls on two sides of the pipeline, and forming a continuous wall joint area of 0.8-1 m between the underground continuous wall A and the underground continuous wall B after construction;
(3) Constructing an MJS construction method pile outside a foundation pit in a joint area of the continuous wall; the construction method comprises the steps that construction is carried out on a construction drill rod of an MJS construction method pile from two sides of a pipeline, a safe distance of 8-10 cm is reserved between the drill rod and the pipeline, the MJS construction method pile comprises two pile bodies with diameters of 2m, 0.4-0.6 m of engagement is carried out between the two pile bodies, and the reinforcement depth of the MJS construction method pile is from the bottom surface of a crown beam to the bottom of a diaphragm wall; the overall width of the MJS construction method pile is larger than the width of the joint area of the continuous wall, and the outer side of the joint area of the continuous wall is completely blocked;
(4) Shiguan beams and carrying out suspension protection on pipelines; after the construction of the underground diaphragm wall and the MJS construction method pile is completed, constructing a crown beam on the top surface of the underground diaphragm wall, and then constructing a pipeline suspension protection structure above the crown beam; the pipeline hanging protection structure comprises two groups of army beams which are arranged on the top surface of the crown beam, the two groups of army beams are symmetrically arranged on two sides of the pipeline, I-steel is arranged at the bottoms of the two groups of army beams at intervals of 1.5-2.5 m and is locked on the army beams by adopting U-shaped spiral clamping rings, and the I-steel integrally drags the pipeline for hanging protection;
(5) An emergency dewatering well is constructed; after the MJS reinforcement and the crown beam are completed, an emergency dewatering well is constructed near the joint area of the continuous wall, wherein the dewatering well is provided with at least two openings, and at least one opening is respectively arranged on two sides of the joint of the continuous wall; the diameter of the hole of the dewatering well is 600-800 mm, the vertical distance between the dewatering well and the underground continuous wall is 1m, and the horizontal distance between the dewatering well and the joint of the underground continuous wall is 4m;
(6) Grouting and reinforcing WSS in the foundation pit before the foundation pit is excavated; carrying out WSS grouting reinforcement from the interior of the foundation pit towards the joint area of the underground continuous wall before the foundation pit is excavated, wherein WSS grouting pipes are obliquely arranged downwards, the reinforcement width is larger than the width of the joint area of the continuous wall, and the height is larger than the excavation height each time; the WSS grouting reinforcement slurry is prepared by cement slurry, water glass and phosphoric acid;
(7) After WSS grouting reinforcement is completed, foundation pit excavation is carried out, an underground continuous wall joint area and soil surrounding the underground continuous wall joint area are excavated firstly, the excavation depth is controlled within 1m, the underground continuous wall joint area is excavated to the outermost side of the H-shaped steel of the underground continuous wall joint, and the soil on two sides of the underground continuous wall joint area is not excavated firstly;
(8) Welding and binding reinforcing steel meshes at joints of the reverse-made underground continuous wall; after the underground diaphragm wall joint is excavated completely, welding a reinforcing steel mesh, firstly welding horizontal reinforcing steel bars of the reinforcing steel mesh on the inner sides of H-shaped steel of the underground diaphragm wall A and the underground diaphragm wall B, and binding vertical reinforcing steel bars on the horizontal reinforcing steel bars;
(9) Welding and reinforcing plugging steel plates for reverse-made joints of the underground continuous wall; after the installation of the reinforcing mesh is completed, sealing a mould by adopting a plugging steel plate with the thickness of 6-10 mm, vertically welding the steel plate on H-shaped steel of the underground diaphragm wall A and the underground diaphragm wall B, transversely fixing the steel plate by adopting a plurality of channel steel, fixing two ends of each channel steel on concrete of the underground diaphragm wall A and the underground diaphragm wall B through expansion bolts, and reserving concrete injection ports at the upper parts of the plugging steel plates;
(10) Reversely casting concrete of the joints of the underground continuous wall; c45 concrete added with early strength agent is injected into the joint area of the underground continuous wall by utilizing an upper concrete injection port after the steel template is reinforced, and after the concreting is finished, the upper injection port is welded and sealed by a steel plate, and grouting holes with the diameter of 8-10 mm are reserved;
(11) Repeating the steps (6) to (10) until the foundation pit bottom is dug, and plugging the joint area of the whole underground continuous wall; and finally, continuously excavating the joint of the underground diaphragm wall to at least 1m below the bottom surface of the foundation pit, and backfilling the joint of the underground diaphragm wall to the bottom surface of the foundation pit after the plugging construction of the joint of the underground diaphragm wall is carried out in the steps (8) to (10).
2. The method for constructing the underground diaphragm wall with the pipeline traversing the foundation pit area according to claim 1, wherein the method comprises the following steps: and (2) when the groove bodies of the underground diaphragm wall A and the underground diaphragm wall B are excavated, the area, close to the lower part of the pipeline, of the groove body transversely moves to the lower part of the pipeline by using a grab bucket to form grooves, the groove walls are cut in a single-side cutting mode, and the cutting thickness of each time is not more than 20cm.
3. The method for constructing the underground diaphragm wall with the pipeline traversing the foundation pit area according to claim 1, wherein the method comprises the following steps: the MJS construction method pile in the step (3) is a pile body formed by lowering a drill rod to the designed depth through a hole and spraying cement slurry at a fixed position; during the construction process: the water pressure of the hole cutting is 10-30 MPa, the cement slurry pressure is more than or equal to 40MPa, the cement slurry flow is 110-130L/min, the main air pressure is 0.5-0.8 MPa, the main air flow is 8-10 m 3/min, the reverse water suction pressure is 8-25 MPa, and the reverse water suction flow is 0-60L/min.
4. The method for constructing the underground diaphragm wall with the pipeline traversing the foundation pit area according to claim 1, wherein the method comprises the following steps: in the step (6), the inclined angle of WSS inclined grouting in the foundation pit is 45 degrees, grouting pipes are arranged according to the interval of 0.5m, and the grouting pipes penetrate through the MJS reinforcing piles; grouting pressure below the excavation surface is controlled within 1MPa, and grouting pressure above the excavation surface is controlled within 0.5 MPa; the WSS grouting slurry is prepared by adding phosphoric acid with the concentration of more than or equal to 85% into water glass with the Baume degree of more than or equal to 98%, and injecting the phosphoric acid and the cement slurry together; the cement paste has a water cement ratio of 1:1, and the volume ratio of cement paste to water glass of 1: and 0.8, wherein the volume ratio of phosphoric acid to water glass is 1:3.
5. The method for constructing the underground diaphragm wall with the pipeline traversing the foundation pit area according to claim 1, wherein the method comprises the following steps: and (3) performing excavation on the joint of the underground wall at the bottom of the pipeline when the foundation pit is excavated after the WSS grouting reinforcement in the step (7) is completed.
6. The method for constructing the underground diaphragm wall with the pipeline traversing the foundation pit area according to claim 1, wherein the method comprises the following steps: in the step (8), the reinforcing mesh comprises an inner reinforcing mesh and an outer reinforcing mesh, a quincuncial drag hook is arranged between the inner reinforcing mesh and the outer reinforcing mesh, the drag hook adopts 8-number round steel, and the distance is 250-350 mm.
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| CN108442382A (en) * | 2018-03-06 | 2018-08-24 | 中铁十局集团城市轨道工程有限公司 | It crosses the pressure line in-situ conservation of deep basal pit and goes along with sb. to guard him soil-baffling structure and construction method |
| CN112127370A (en) * | 2020-09-11 | 2020-12-25 | 中铁十一局集团有限公司 | Reverse plugging method for non-construction fender post part of main body fender structure of station |
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| JPS6016534B2 (en) * | 1976-12-08 | 1985-04-26 | 株式会社鴻池組 | Construction method for underground continuous wall connections |
| CN109723065B (en) * | 2019-02-26 | 2023-11-03 | 济南轨道交通集团有限公司 | Reinforcing device and deep foundation pit local freezing reinforcing construction method in water-rich gravel stratum |
| CN110004919B (en) * | 2019-04-30 | 2020-11-17 | 中铁十局集团西北工程有限公司 | Foundation pit enclosure construction method used in pipeline influence range |
| CN112049115A (en) * | 2020-08-19 | 2020-12-08 | 中铁十一局集团有限公司 | Anti-seepage treatment method for deep foundation pit excavation of water-rich silt stratum |
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| CN108442382A (en) * | 2018-03-06 | 2018-08-24 | 中铁十局集团城市轨道工程有限公司 | It crosses the pressure line in-situ conservation of deep basal pit and goes along with sb. to guard him soil-baffling structure and construction method |
| CN112127370A (en) * | 2020-09-11 | 2020-12-25 | 中铁十一局集团有限公司 | Reverse plugging method for non-construction fender post part of main body fender structure of station |
| CN113638421A (en) * | 2021-06-25 | 2021-11-12 | 中交隧道工程局有限公司 | Excavation method for foundation pit in water-rich sand layer |
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