CN115030136A - Construction method for underground continuous wall with pipeline crossing foundation pit area - Google Patents
Construction method for underground continuous wall with pipeline crossing foundation pit area Download PDFInfo
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- CN115030136A CN115030136A CN202210671226.9A CN202210671226A CN115030136A CN 115030136 A CN115030136 A CN 115030136A CN 202210671226 A CN202210671226 A CN 202210671226A CN 115030136 A CN115030136 A CN 115030136A
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- 238000010276 construction Methods 0.000 title claims abstract description 98
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 47
- 238000009412 basement excavation Methods 0.000 claims abstract description 33
- 238000000034 method Methods 0.000 claims abstract description 27
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 24
- 239000000725 suspension Substances 0.000 claims abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 77
- 239000010959 steel Substances 0.000 claims description 77
- 239000004567 concrete Substances 0.000 claims description 36
- 239000004568 cement Substances 0.000 claims description 27
- 230000002787 reinforcement Effects 0.000 claims description 27
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 claims description 18
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 17
- 239000002002 slurry Substances 0.000 claims description 17
- 238000002347 injection Methods 0.000 claims description 13
- 239000007924 injection Substances 0.000 claims description 13
- 238000007789 sealing Methods 0.000 claims description 13
- 238000005520 cutting process Methods 0.000 claims description 12
- 235000019353 potassium silicate Nutrition 0.000 claims description 12
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 12
- 238000003466 welding Methods 0.000 claims description 12
- 229910000147 aluminium phosphate Inorganic materials 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 8
- 230000000903 blocking effect Effects 0.000 claims description 5
- 238000005507 spraying Methods 0.000 claims description 4
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 description 4
- 239000004020 conductor Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000001556 precipitation Methods 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 238000013519 translation Methods 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- 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
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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
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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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- Mining & Mineral Resources (AREA)
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- 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 cross an underground continuous wall in a foundation pit area. The method comprises the following steps: decomposing the whole underground continuous wall influenced by the pipeline into underground continuous walls A, B which are positioned at two sides of the pipeline and have the width smaller than that of the original whole underground continuous wall, constructing the underground continuous walls A, B, and reserving a continuous wall joint area of 0.8-1 m between the underground continuous walls; constructing MJS construction method piles on the outer side of a foundation pit in a continuous wall joint area; constructing a crown beam and carrying out suspension protection on the pipeline; applying an emergency dewatering well; and (3) grouting and reinforcing the WSS in the foundation pit before excavation of the foundation pit, and reversely plugging the underground wall connecting joint in the excavation process of the foundation pit. The construction method solves the construction problem of the enclosure structure in the area affected by the pipeline, can construct the underground diaphragm wall in the area affected by the pipeline under the condition of not changing the pipeline, can shorten the construction period, ensures the safety during construction, and reduces the safety risk caused by water leakage in the process of digging the foundation pit.
Description
Technical Field
The invention relates to the technical field of foundation pit engineering, in particular to a construction method for enabling a pipeline to transversely penetrate through an underground diaphragm wall in a foundation pit area.
Background
When a foundation of a high-rise building or a subway station is constructed, an open excavation method is generally adopted for construction, and a foundation pit needs to be excavated. In order to ensure the safety of the foundation pit in the excavation process, the ground layer around the foundation pit needs to be reinforced and supported in advance. As a safe and reliable supporting structure, the underground continuous wall is widely applied to excavation and supporting of various deep and large foundation pit projects, and meanwhile, the underground continuous wall has good waterproof performance. The construction process of the underground diaphragm wall is to excavate and manufacture a guide wall before construction, adopt a pile punching machine or a grooving machine to groove after the guide wall is finished, put down a reinforcement cage to pour concrete after the grooving is finished to finish the construction of the underground diaphragm wall; and excavating the earth to remove redundant pile heads, constructing a top beam support, and starting excavation of the foundation pit.
A large number of municipal pipelines are often encountered when subway stations are built in urban areas, and the problems that pipelines cannot be moved or are easily damaged and the cost for moving the pipelines is high exist in the moving process of a large number of municipal pipelines, so that the in-situ protection can be only carried out, and the construction of underground continuous walls can be influenced by the pipelines which cannot be moved by crossing foundation pits, and the space enclosing structures at the positions can not be completely closed. The underground continuous wall can be constructed only after the pipeline is moved and changed, and the construction process of the single underground continuous wall causes serious engineering blockage, so that the progress of the whole engineering can not meet the requirement. The existing building enclosure construction aiming at the pipeline in-situ protection range adopts a reverse construction method for construction, namely, the reverse construction method of digging and stopping water is adopted for construction of the building enclosure below the pipeline, the open position of the building enclosure needs to be reinforced and stopped in advance by adopting the method, so that the safety risks of water gushing, sand gushing, landslide and the like during reverse construction are avoided, and because the width of each common diaphragm wall is 5-6 m, the whole reverse construction area is large, the range of water stopping treatment needing to be reinforced is large, the reinforcing and water stopping effects cannot be ensured, and the risk of landslide existing during reverse construction cannot be ensured.
Disclosure of Invention
The invention provides a construction method for a pipeline to cross an underground continuous wall in a foundation pit area according to the defects of the prior art, the construction method divides the whole continuous wall into two parts, ensures the blocking effect of the continuous wall through special seam treatment, can solve the construction problem of a building enclosure structure in an area affected by the pipeline, and prevents the safety risk caused by water leakage in the excavation process of the foundation pit.
In order to solve the technical problem, the invention provides a construction method for a pipeline to cross an underground continuous wall of a foundation pit area, aiming at the condition that the pipeline passes through the whole underground continuous wall of a foundation pit support structure, and the construction method is characterized by comprising the following specific construction steps:
(1) decomposing the whole underground continuous wall influenced by the pipeline into an underground continuous wall A and an underground continuous wall B which are positioned at two sides of the pipeline and have the width smaller than that of the original whole underground continuous wall, forming a continuous wall joint area positioned below the pipeline between the underground continuous wall A and the underground continuous wall B, and arranging H-shaped steel at one side of the underground continuous wall A and one side of the underground continuous wall B close to the continuous wall joint area;
(2) constructing an underground continuous wall A and an underground continuous wall B; excavating continuous wall groove bodies on two sides of the pipeline according to the excavating width of a grab bucket of a trenching machine in a mode of excavating grooves on two sides, simultaneously putting down reinforcement cages of an underground continuous wall A and an underground continuous wall B after excavating, and simultaneously carrying out construction of concrete pouring of the underground continuous walls on two sides of the pipeline, wherein a continuous wall joint area of 0.8-1 m is formed between the underground continuous wall A and the underground continuous wall B after construction is finished;
(3) constructing MJS construction method piles on the outer side of a foundation pit in a continuous wall joint area; constructing a drill rod for the construction of the MJS construction method piles from two sides of a pipeline, reserving a safety distance of 8-10 cm between the drill rod and the pipeline, enabling the reinforcing depth of the MJS construction method piles to reach the wall bottom of an underground continuous wall, enabling two adjacent MJS construction method piles to be mutually meshed, enabling the whole width of the MJS construction method piles 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) constructing a crown beam and carrying out suspension protection on the pipeline; after the construction of the underground continuous wall and the MJS-method piles is completed, a crown beam is constructed on the top surface of the underground continuous wall, and then a pipeline suspension protection structure is constructed above the crown beam;
(5) applying an emergency dewatering well; constructing an emergency dewatering well near a joint area of the continuous wall after MJS reinforcement and crown beam completion;
(6) before excavation of the foundation pit, performing WSS grouting reinforcement in the foundation pit; before the foundation pit is excavated, WSS grouting reinforcement is carried out towards the joint area of the underground continuous wall from the inside of the foundation pit, WSS grouting pipes are distributed in a downward inclined mode, 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 of each time; the slurry for WSS grouting reinforcement is prepared from cement slurry, water glass and phosphoric acid;
(7) after the WSS grouting reinforcement is completed, pit excavation is carried out, an underground diaphragm wall joint area and soil around the underground diaphragm wall joint area are excavated firstly during excavation, the excavation depth is controlled within 1m, the underground diaphragm wall joint area is excavated to the outermost side of H-shaped steel of an underground diaphragm wall joint, and the soil on two sides of the underground diaphragm wall joint area is not excavated firstly;
(8) reversely welding and binding the reinforcing mesh sheets at the joint of the underground continuous wall; welding reinforcing mesh sheets after the joints of the underground continuous wall are dug clean, welding horizontal reinforcing steel bars of the reinforcing mesh sheets on the inner sides of H-shaped steel of the underground continuous wall A and the underground continuous wall B, and binding vertical reinforcing steel bars on horizontal reinforcing steel bars;
(9) reversely making a plugging steel plate of the joint of the underground diaphragm wall, and welding and reinforcing; after the reinforcing mesh is installed, a blocking steel plate with the thickness of 6-10 mm is adopted for mold sealing, the steel plate is vertically welded on H-shaped steel of an underground continuous wall A and an underground continuous wall B and is transversely fixed by a plurality of channel steel, two ends of each channel steel are fixed on concrete of the underground continuous wall A and the underground continuous wall B through expansion bolts, and a concrete injection port is reserved at the upper part of the blocking steel plate;
(10) inversely pouring concrete of the joints of the underground continuous walls; after the steel formwork is reinforced, injecting concrete into the joint area of the underground diaphragm wall by using the upper concrete injection port, and sealing the concrete injection port after the concrete pouring is finished;
(11) repeating the steps (6) to (10) until the bottom of the foundation pit is dug, and plugging the whole underground continuous wall joint area; and finally, continuously excavating the joint of the underground continuous wall to at least 1m below the bottom surface of the foundation pit, repeating the steps (8) to (10) to carry out plugging construction on the joint of the underground continuous wall, and backfilling the joint to the bottom surface of the foundation pit.
The invention has the following excellent technical scheme: and (3) when the groove bodies of the underground continuous wall A and the underground continuous wall B are excavated in the step (2), transversely moving the area of the groove body close to the lower part of the pipeline to the lower part of the pipe body by using a grab bucket to form a groove, and cutting the groove wall by adopting a single-side cutting mode, wherein the cutting thickness is not more than 20cm each time.
The invention has the following excellent technical scheme: the MJS construction method piles in the step (3) comprise two pile bodies with the diameter of 2m, the two pile bodies are occluded by 0.4-0.6 m, and the reinforcing depth of the MJS construction method piles is from the bottom surfaces of the crown beams to the bottom of the diaphragm wall.
The invention has the following excellent technical scheme: the MJS construction method pile in the step (3) is a pile body formed by lowering a drill rod to a designed depth through a guide hole and positioning and spraying cement paste; in the construction process: the pressure of the hole cutting water is 10-30 MPa, the pressure of the cement slurry is more than or equal to 40MPa, the flow rate of the cement slurry is 110-130L/min, the pressure of the main air is 0.5-0.8 MPa, and the flow rate of the main air is 8-10 m 3 And/min, the back suction water pressure is 8-25 MPa, and the back suction water flow is 0-60L/min.
The invention has the advantages that: the pipeline suspension protection structure in the step (4) comprises two groups of military and excrement beams located on the top surfaces of crown beams, the two groups of military and excrement beams are symmetrically distributed on two sides of the pipeline, I-shaped steel is arranged at the bottoms of the two groups of military and excrement beams at intervals of 1.5-2.5 m, the I-shaped steel is locked on the military and excrement beams through U-shaped spiral snap rings, and the pipeline is integrally dragged by the I-shaped steel for suspension protection.
The invention has the advantages that: the dewatering well in the step (5) is provided with at least two openings, and two sides of the ground wall joint are respectively provided with at least one opening; the diameter of a formed hole of the dewatering well ranges from 600 mm to 800mm, the vertical distance between the dewatering well and the underground diaphragm wall is 1m, and the horizontal distance between the dewatering well and a seam of the underground diaphragm wall is 4 m.
The invention has the following excellent technical scheme: in the step (6), the inclination angle of WSS oblique grouting in the foundation pit is 45 degrees, grouting pipes are arranged at an interval of 0.5m and penetrate through the MJS reinforcing pile; grouting pressure below an excavation surface is controlled within 1MPa, and grouting pressure above a finishing 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 percent into water glass with the Baume degree of more than or equal to 98 percent and injecting the mixture and cement slurry together; the water cement ratio of the cement paste is 1:1, and the volume ratio of the cement paste to the water glass is 1: 0.8, and the volume ratio of the phosphoric acid to the water glass is 1: 3.
The invention has the following excellent technical scheme: and (5) performing excavation at the joint of the underground connecting wall at the bottom of the pipeline in the step (7) when the foundation pit is excavated after the WSS grouting reinforcement is completed.
The invention has the following excellent technical scheme: and (4) in the step (8), the reinforcing mesh comprises an inner reinforcing mesh and an outer reinforcing mesh, a quincunx draw hook is arranged between the inner reinforcing mesh and the outer reinforcing mesh, the draw hook is made of 8-size round steel, and the distance is 250-350 mm.
The invention has the following excellent technical scheme: c45 concrete added with the early strength agent is injected in the step (9), after the pouring is completed, an upper injection opening is welded and sealed by a steel plate, a grouting hole with the diameter of 8-10 mm is reserved, and the grouting is stopped when the grouting occurs in the grouting process.
The invention is divided into two continuous walls aiming at the underground diaphragm wall influenced by the pipeline, the joint is positioned below the pipeline, the joint is constructed in a reverse-acting mode, the joint of the underground diaphragm wall adopts a mode of MJS grouting reinforcement outside a foundation pit, and the outer side of the joint of the continuous wall is blocked and reinforced through MJS piles, so that the water leakage phenomenon is avoided in the excavation process of the foundation pit; in the foundation ditch excavation process, carry out the reinforcing bar net welding to ground even wall seam crossing, the reinforcing bar net sets up plum blossom shape drag hook, and be located the inside one side welding of foundation ditch at ground even wall seam and pass through the steel sheet mould sealing, the steel sheet passes through the channel-section steel fixed, carry out the shutoff to the seam inboard through the steel sheet, then pour into C45 concrete (with early strength agent) through the concrete filling opening that steel sheet upper portion was reserved and accomplish the shutoff to the seam, the shutoff effect of seam crossing has been guaranteed, ensure the seam and dig the safety of doing the in-process against each other. The construction method solves the construction problem of the enclosure structure of the area affected by the pipeline, can construct the underground continuous wall of the area affected by the pipeline under the condition of not changing the pipeline, can shorten 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 excavation process of the foundation pit.
Drawings
FIG. 1 is a schematic view of a continuous wall joint according to the present invention;
FIG. 2 is a schematic view of the seam processing structure of the diaphragm wall of the present invention;
FIG. 3 is a cross-sectional view AA in FIG. 2;
FIG. 4 is a cross-sectional view of BB of FIG. 2;
fig. 5 to 12 are construction process diagrams of the present invention.
In the figure: the concrete-reinforced concrete-filled underground diaphragm wall comprises 1-an underground diaphragm wall A, 2-an underground diaphragm wall B, 3-a diaphragm wall joint, 4-I-steel joint, 5-blocking steel plate, 6-reinforcing steel bar net piece, 7-concrete, 8-channel steel, 9-MJS reinforcing pile, 10-expansion bolt, 11-crown beam, 12-base cushion layer, 13-pipeline and 14-pipeline suspension protection structure.
Detailed Description
The invention is further illustrated by the following figures and examples. Fig. 1 to 12 are drawings of embodiments, which are drawn in a simplified manner and are only used for the purpose of clearly and concisely illustrating the embodiments of the present invention. The following claims presented in the drawings are specific to embodiments of the invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "inside", "outside", "left", "right", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or the orientations or positional relationships that the products of the present invention are conventionally placed in use, or the orientations or positional relationships that are conventionally understood by those skilled in the art, and are used for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like are used merely to distinguish one description from another, and are not to be construed as indicating or implying relative importance.
The plugging structure of the continuous wall joint in the embodiment comprises an underground continuous wall A and an underground continuous wall B which are adjacent to each other, wherein a continuous wall joint 3 with the width larger than 0.8-1 m is arranged between the underground continuous wall A and the underground continuous wall B, and I-shaped steel joints 4 are reserved on one sides of the underground continuous wall A and the underground continuous wall B, which are close to the continuous wall joint 3; the underground continuous wall A, the underground continuous wall B and the plugging structure extend to a position 1m below a foundation pit foundation bed 12. The construction method comprises the following steps that MJS reinforcing piles 9 are constructed on the side, far away from a foundation pit, of a continuous wall joint 3, plugging steel plates 5 are arranged on the side, close to the foundation pit, of the continuous wall joint 3, the MJS reinforcing piles 9 are reinforcing pile bodies formed by lowering a drill rod to a designed depth from a ground lead hole before the foundation pit is excavated, positioning high-pressure cement paste is sprayed, the MJS reinforcing piles 9 comprise two MJS construction-method pile bodies which are mutually meshed, the diameter of each pile body is 2m, the meshing depth of each pile body is 0.5m, each pile body extends to the position below the bottom surface of the underground continuous wall from the bottom surface of a crown beam 11 of the underground continuous wall, and one side, far away from the foundation pit, of the continuous wall joint 3 is completely plugged. A reinforcing steel bar mesh 6 is arranged in the continuous wall joint 3, the reinforcing steel bar mesh 6 comprises an inner reinforcing steel bar mesh and an outer reinforcing steel bar mesh, and a quincunx drag hook is arranged between the two reinforcing steel bar meshes; each layer of reinforcing mesh comprises horizontal reinforcing steel bars and vertical reinforcing steel bars, two ends of each horizontal reinforcing steel bar are respectively welded on the I-shaped steel joints 4 of the first underground continuous wall A and the second underground continuous wall B, and the vertical reinforcing steel bars are bound on the horizontal reinforcing steel bars; the plugging steel plate 5 is a steel plate with the thickness of 8cm, construction is carried out after the reinforcing mesh 6 is welded, two sides of the plugging steel plate 5 are vertically welded to I-shaped steel joints 4 of an underground continuous wall A and an underground continuous wall B respectively and are transversely fixed through a plurality of channel steel 8, the length of each channel steel 8 is larger than the width of the edge of the outer side of each I-shaped steel joint 4 of the underground continuous wall A and the underground continuous 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 are fixed to concrete of the underground continuous wall A and the underground continuous wall B respectively through expansion bolts 10, and the vertical distance between every two adjacent channel steel 8 is 0.5 m. And reserving a concrete injection port of 10cm at the upper part of the plugging steel plate 5, and injecting concrete into the continuous wall joint 3 through the concrete injection port to form concrete.
The construction method provided by the invention is further explained by combining a specific embodiment, wherein the embodiment aims at a certain foundation pit enclosure structure, the foundation pit enclosure structure is an underground continuous wall, the width of a normal wall width of the underground continuous wall is 4-6 m, the thickness is 1m, the depth is 45m, and the depth of a foundation pit is 30 m. Through on-site exploration, the 110KV high-voltage cable pipeline stretches across the foundation pit within the range of the foundation pit support structure, the buried depth is 0.4m, and the top elevation is 384.1. The cable duct bank is wide 1.50m, has 6 MPP pipes in, and every MPP pipe diameter all is 0.20m, contains 110kv cable conductor in 6 MPP pipes, contains 10kv cable conductor in 5 MPP pipes, contains weak current communication cable a plurality ofly in 4 MPP pipes, and 3 are the hollow tube. The 110KV high-voltage cable pipeline is high in relocation cost, long in relocation period and only has the chance of relocation once every year, relocation difficulty is high, construction period plans are restricted, only a suspension protection scheme can be adopted, and an underground continuous wall below suspension protection cannot be grooved, so that the continuous wall of a suspension protection area cannot be constructed, in order to solve the problems, the project adopts the construction method disclosed by the invention to construct the underground continuous wall of the area, and the specific construction steps are as follows:
(1) the original width of the underground continuous wall A and the original underground continuous wall B which are affected by the 110kv high-voltage cable is 6m, and the underground continuous wall A and the underground continuous wall B are divided into two pieces of underground continuous walls with the width of 3m and located at two sides of a pipeline, as shown in figure 1, a continuous wall joint area located below the pipeline is formed between the underground continuous wall A and the underground continuous wall B, and H-shaped steel is arranged on one side of each of the two pieces of underground continuous walls close to the continuous wall joint area;
(2) constructing an underground continuous wall A and an underground continuous wall B; adopting a trenching machine (trenching width of trenching machine head is 3m) to sequentially trenche wall panels at two sides of a 110kv pipeline, excavating the upper half part of a soil body 10m under the 110kv pipeline by adopting a long-arm trenching machine, after the lower trenching machine head is completely positioned under the pipeline, repeatedly brushing the walls at two sides by adopting a translation trenching machine mode, finally forming a 0.8-1 m wide soil body on the lower part of a 110kv power pipe, hoisting a reinforcement cage in sequence after trenching is finished, and forming a 0.8-1 m gap between two panels after concrete pouring, wherein the middle gap is 0.8-1 m after hoisting of the reinforcement cage is finished. When the groove bodies of the underground continuous wall A and the underground continuous wall B are excavated, because earthwork with the width of about 1.0 meter exists below the pipeline and is influenced by the pipeline box groove, a single-side cutting mode is adopted, and in order to ensure the construction quality and the safety of the pipeline, the excavation progress of the earthwork below the pipeline is not too fast, and a slow excavation and slow advancing method is adopted. The earthwork below the pipeline is preferably cut by a grab bucket without grabbing, the cutting thickness is not more than 20cm each time, firstly, the flatness of the wall of the groove is ensured, and secondly, the situation that the trenching machine emits and an oil pipe or a steel wire rope collides with the pipeline box groove is avoided.
(3) Constructing MJS construction method piles on the outer side of a foundation pit in a continuous wall joint area; the MJS construction pile construction drill rods are tightly attached to two sides (a safety distance of 10cm is reserved) of a 110kv high-voltage cable to carry out construction in sequence, the occlusive pile formation is completed by utilizing the characteristics of large pile formation radius, high pile formation quality and small influence of the pile formation on pipelines, the reinforcement of weak parts outside the joints of the diaphragm wall is compensated, and the reinforcement depth is from the position below the groundwater level to the bottom of the diaphragm wall. The construction parameters of the MJS-method pile are as follows:
TABLE 1 MJS construction parameter TABLE
As shown in fig. 5, the reinforcing depth of the MJS-construction-method piles reaches the wall bottom of the underground continuous wall, two adjacent MJS-construction-method piles are meshed with each other by 0.5m, the overall width of the MJS-construction-method piles is larger than the width of a joint area of the continuous wall, and the outer side of the joint area of the continuous wall is completely blocked.
The concrete construction process of the MJS construction method pile is as follows:
a. the connection power supply, the data line, each pipeline, the drill bit and the underground pressure monitoring display are connected, zero clearing is confirmed under the condition that the drill bit is free of load, the pipeline connection ensures sealing, and no air exists in the pipeline;
b. checking the running condition of equipment to ensure that the host machine, the high-pressure pump, the air compressor, the slurry stirring system, the MJS management device and the like can be in place under the normal working state, and starting to zero after the stand is stably placed;
c. lowering the drill rod, namely lowering the drill rod to the designed depth in the guide hole, and opening hole cutting water to perform normal hole cutting and drilling if the drill rod is difficult to lower in the lowering process;
d. butting a drill rod and a drill bit, and carefully checking the condition of a sealing ring to see whether the sealing ring is lost or damaged and whether the underground pressure is normal or not during butting;
e. repeating the step c and the step d until the drill bit reaches the preset depth and the drill rod is in place; after the drill bit reaches a preset depth, zero calibration is started, the scale of 0' of the power head, the nozzle and the white line on the drill rod are in the same straight line, then various technological parameters including a swing angle, a drawing speed, a rotation number and the like are set, and improvement is started after the technological parameters are set;
f. injecting at a fixed position, starting reverse water flow and reverse air, opening a sludge discharge valve and starting a high-pressure cement pump and a main air compressor when the sludge discharge is confirmed to be normal; firstly, upwards spraying water for 50cm at the pressure of 10mpa, then switching the water into cement paste, and starting upwards spraying improvement after the drill rod is put in place again;
g. when the high-pressure cement pump is started, the pressure is not too high, the pressure is gradually increased until the specified pressure is reached, and the lifting can not be started after the specified pressure is reached and the normal ground pressure is confirmed. When water is switched into cement paste, the pressure can rise automatically, and the pressure can be adjusted when the pressure changes suddenly;
h. when the pressure is abnormal, the size of the slurry discharge valve must be adjusted in time to control the underground pressure within a safe range; when the pressure of the cement slurry pump is in a downward regulation trend, the water flow reaches the position of the nozzle, and at the moment, the cement slurry pump, the main air, the reverse suction air and the reverse 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, the underground pressure is displayed to see whether the sealing ring and the data line are normal or not, and if a problem exists, the sealing ring and the data line are timely eliminated so that the guniting can be continued. After the drill rod is disassembled, the drill rod needs to be washed and maintained in time.
i. And repeating the steps until the construction is finished. And after the construction is finished, washing and maintaining the equipment.
(4) Constructing a crown beam and carrying out suspension protection on the pipeline; as shown in fig. 6, after the construction of the underground continuous wall and the MJS-method piles is completed, a crown beam is constructed on the top surface of the underground continuous wall, and then a pipeline suspension protection structure is constructed above the crown beam; the pipeline suspension protection structure comprises two groups of military and civilian beams which are located on the top surface of a crown beam, the two groups of military and civilian beams are symmetrically arranged on two sides of a pipeline, I-shaped steel is arranged at the bottom of the two groups of military and civilian beams at intervals of 1.5-2.5 m, the I-shaped steel is locked on the military and civilian beams by adopting U-shaped spiral snap rings, and the I-shaped steel integrally drags a 110kv high-voltage cable for suspension protection.
(5) Applying an emergency dewatering well; constructing an emergency dewatering well near a joint area of the continuous wall after MJS reinforcement and crown beam completion; 2 precipitation wells are arranged on two sides of a joint area of the diaphragm wall, and the precipitation wells are used as backfill materials with the hole forming diameter of 700mm, the diameter of 273mm and the backfill material of 200 mm; the vertical distance of the dewatering well from the ground wall is 1m, and the horizontal distance from the seam of the ground wall is 4 m.
(6) Before excavation of the foundation pit, performing WSS grouting reinforcement in the foundation pit; before the foundation pit is excavated, WSS grouting reinforcement is carried out towards the joint area of the underground continuous wall from the inside of the foundation pit, WSS grouting pipes are distributed in a downward inclined mode, 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 of each time; the inclination angle of the WSS oblique grouting is 45 degrees, the length of a WSS grouting pipe is 4m, and the WSS oblique grouting pipe penetrates through the original MJS reinforcing pile; embedding the WSS grouting pipes, if the grouting width is larger than 0.5m, arranging the WSS grouting pipes at a transverse interval of 0.5m, controlling the WSS grouting pipes at a distance of 0.5m and at a distance of 0.5m row in the vertical direction when the WSS grouting pipes are smaller than 0.5m, and reinforcing the WSS grouting pipes by one layer from top to bottom, wherein the distance is 0.5 m. 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% at night, and injecting the phosphoric acid and the water glass together with cement slurry; the water cement ratio of the cement paste is 1:1, and the volume ratio of the cement paste to the water glass is 1: 0.8, and the volume ratio of the phosphoric acid to the water glass is 1: 3. When WSS grouting is carried out, the control below an excavation surface is controlled within 1Mpa each time, the control above the excavation surface is controlled within 0.3Mpa, a specially-assigned person observes the leakage situation of each part of a wall seam during grouting above a foundation pit, an upper interphone and a lower interphone are linked, and grouting is stopped immediately when grout is blown out on the basis of the invariance of an encapsulating steel plate at the joint of an underground diaphragm wall.
(7) After the WSS grouting reinforcement is completed, pit excavation is carried out, as shown in figure 7, an underground diaphragm wall joint area and soil around the underground diaphragm wall joint area are excavated firstly during excavation, the soil on two sides of the underground diaphragm wall joint area is not excavated firstly, the excavation depth is controlled within 1m, and the underground diaphragm wall joint area is excavated to the outermost side of H-shaped steel of an underground diaphragm wall joint;
(8) reversely welding and binding the reinforcing mesh sheets at the joint of the underground continuous wall; as shown in fig. 8, after the joints of the underground continuous wall are dug clean, the steel bar meshes are welded, firstly, the horizontal steel bars of the steel bar meshes are welded on the inner sides of the H-shaped steel of the underground continuous wall a and the underground continuous wall B, and the vertical steel bars are bound on the horizontal steel bars; the reinforcing bar net piece includes inboard reinforcing bar net piece and outside reinforcing bar net piece, sets up plum blossom shape drag hook between inboard and the outside reinforcing bar net piece, and the drag hook adopts 8 # round steel, interval 300 mm.
(9) Reversely welding and reinforcing the plugging steel plate of the joint of the underground continuous wall; as shown in fig. 9, after the installation of the reinforcing mesh is completed, a plugging steel plate with the thickness of 8mm is used for mold sealing, the steel plate is vertically welded on H-shaped steel of an underground continuous wall a and an underground continuous wall B and is transversely fixed by a plurality of C10 channel steel, two ends of each channel steel are fixed on concrete of the underground continuous wall a and the underground continuous wall B through phi 20mm expansion bolts, and a 10cm concrete injection port is reserved at the upper part of the steel plate.
(10) Inversely pouring concrete of the joints of the underground continuous walls; as shown in fig. 10, after the steel formwork is reinforced, C45 concrete is injected into the joint area of the diaphragm wall through the upper concrete injection port (early strength), after the concrete pouring is completed, the concrete injection port is closed, a grouting hole with the diameter of phi 10mm is reserved, and the grouting is stopped when grout comes out in the grouting process;
(11) repeating the steps (6) to (10) until the bottom of the foundation pit is dug, as shown in fig. 11, and plugging the joint area of the whole underground continuous wall; and finally, continuously excavating the joint of the underground continuous wall to at least 1m below the bottom surface of the foundation pit, as shown in fig. 12, repeating the steps (8) to (10) to carry out plugging construction on the joint of the underground continuous wall, and backfilling to the bottom surface of the foundation pit.
The above description is only an embodiment of the present invention, and the description is specific and detailed, but not intended to limit the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (10)
1. A construction method for a pipeline to cross an underground continuous wall in a foundation pit area aims at the condition that the pipeline passes through the upper part of the whole underground continuous wall of a foundation pit support structure, and is characterized by comprising the following specific construction steps:
(1) decomposing the whole underground continuous wall influenced by the pipeline into an underground continuous wall A and an underground continuous wall B which are positioned at two sides of the pipeline and have the width smaller than that of the original whole underground continuous wall, forming a continuous wall joint area positioned below the pipeline between the underground continuous wall A and the underground continuous wall B, and arranging H-shaped steel at 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 area;
(2) constructing an underground continuous wall A and an underground continuous wall B; excavating continuous wall groove bodies on two sides of the pipeline according to the excavating width of a grab bucket of a trenching machine in a mode of excavating grooves on two sides, simultaneously putting down reinforcement cages of an underground continuous wall A and an underground continuous wall B after excavating, and simultaneously carrying out construction of concrete pouring of the underground continuous walls on two sides of the pipeline, wherein a continuous wall joint area of 0.8-1 m is formed between the underground continuous wall A and the underground continuous wall B after construction is finished;
(3) constructing MJS construction method piles on the outer side of a foundation pit in a continuous wall joint area; constructing a drill rod for the construction of the MJS construction method piles from two sides of a pipeline, reserving a safety distance of 8-10 cm between the drill rod and the pipeline, enabling the reinforcing depth of the MJS construction method piles to reach the wall bottom of an underground continuous wall, enabling two adjacent MJS construction method piles to be mutually meshed, enabling the whole width of the MJS construction method piles 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) constructing a crown beam and carrying out suspension protection on the pipeline; after the construction of the underground continuous wall and the MJS construction method piles is completed, a crown beam is constructed on the top surface of the underground continuous wall, and then a pipeline suspension protection structure is constructed above the crown beam;
(5) applying an emergency dewatering well; constructing an emergency dewatering well near a joint area of the continuous wall after MJS reinforcement and crown beam completion;
(6) before excavation of the foundation pit, performing WSS grouting reinforcement in the foundation pit; before the foundation pit is excavated, WSS grouting reinforcement is carried out towards the joint area of the underground continuous wall from the inside of the foundation pit, WSS grouting pipes are distributed in a downward inclined mode, 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 of each time; the slurry for WSS grouting reinforcement is prepared from cement slurry, water glass and phosphoric acid;
(7) after the WSS grouting reinforcement is completed, pit excavation is carried out, an underground diaphragm wall joint area and soil around the underground diaphragm wall joint area are excavated firstly during excavation, the excavation depth is controlled within 1m, the underground diaphragm wall joint area is excavated to the outermost side of H-shaped steel of an underground diaphragm wall joint, and the soil on two sides of the underground diaphragm wall joint area is not excavated firstly;
(8) reversely welding and binding the reinforcing mesh sheets at the joint of the underground continuous wall; welding reinforcing mesh sheets after the joints of the underground continuous wall are dug clean, welding horizontal reinforcing steel bars of the reinforcing mesh sheets on the inner sides of H-shaped steel of the underground continuous wall A and the underground continuous wall B, and binding vertical reinforcing steel bars on horizontal reinforcing steel bars;
(9) reversely welding and reinforcing the plugging steel plate of the joint of the underground continuous wall; after the reinforcing mesh is installed, a blocking steel plate with the thickness of 6-10 mm is adopted for mold sealing, the steel plate is vertically welded on H-shaped steel of an underground continuous wall A and an underground continuous wall B, a plurality of channel steel are transversely adopted for fixing, two ends of each channel steel are fixed on concrete of the underground continuous wall A and the underground continuous wall B through expansion bolts, and a concrete injection opening is reserved at the upper part of the blocking steel plate;
(10) inversely pouring concrete of the joints of the underground continuous walls; after the steel formwork is reinforced, injecting concrete into the joint area of the underground diaphragm wall by using the upper concrete injection port, and sealing the concrete injection port after the concrete pouring is finished;
(11) repeating the steps (6) to (10) until the bottom of the foundation pit is dug, and plugging the whole underground continuous wall joint area; and finally, continuously excavating the joint of the underground continuous wall to at least 1m below the bottom surface of the foundation pit, repeating the steps (8) to (10) to carry out plugging construction on the joint of the underground continuous wall, and backfilling to the bottom surface of the foundation pit.
2. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: and (3) when the groove bodies of the underground continuous wall A and the underground continuous wall B are excavated in the step (2), transversely moving the area of the groove body close to the lower part of the pipeline to the lower part of the pipe body by using a grab bucket to form a groove, and cutting the groove wall by adopting a single-side cutting mode, wherein the cutting thickness is not more than 20cm each time.
3. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: the MJS construction method piles in the step (3) comprise two pile bodies with the diameter of 2m, the two pile bodies are occluded by 0.4-0.6 m, and the reinforcing depth of the MJS construction method piles is from the bottom surfaces of the crown beams to the bottom of the diaphragm wall.
4. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: the MJS construction method pile in the step (3) is a pile body formed by lowering a drill rod to a designed depth through a guide hole and positioning and spraying cement paste; in the construction process: the pressure of the hole cutting water is 10-30 MPa, the pressure of the cement slurry is not less than 40MPa, the flow rate of the cement slurry is 110-130L/min, the pressure of the main air is 0.5-0.8 MPa, and the flow rate of the main air is 8-10 m 3 And/min, the back suction water pressure is 8-25 MPa, and the back suction water flow is 0-60L/min.
5. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: the pipeline suspension protection structure in the step (4) comprises two sets of military and civilian beams located on the top surfaces of the crown beams, the two sets of military and civilian beams are symmetrically distributed on two sides of the pipeline, I-shaped steel is arranged at the bottoms of the two sets of military and civilian beams at intervals of 1.5-2.5 m, the I-shaped steel is locked on the military and civilian beams by adopting U-shaped spiral snap rings, and the I-shaped steel integrally drags the pipeline for suspension protection.
6. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: the dewatering well in the step (5) is provided with at least two openings, and two sides of the ground wall joint are respectively provided with at least one opening; the diameter of a formed hole of the dewatering well ranges from 600 mm to 800mm, the vertical distance between the dewatering well and the underground diaphragm wall is 1m, and the horizontal distance between the dewatering well and a seam of the underground diaphragm wall is 4 m.
7. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: in the step (6), the inclination angle of WSS oblique grouting in the foundation pit is 45 degrees, grouting pipes are arranged at an interval of 0.5m and penetrate through the MJS reinforcing pile; grouting pressure below an excavation surface is controlled within 1MPa, and grouting pressure above a finishing 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 percent into water glass with the Baume degree of more than or equal to 98 percent and injecting the mixture and cement slurry together; the water cement ratio of the cement paste is 1:1, and the volume ratio of the cement paste to the water glass is 1: 0.8, and the volume ratio of the phosphoric acid to the water glass is 1: 3.
8. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: and (5) performing excavation at the joint of the underground connecting wall at the bottom of the pipeline in the step (7) when the foundation pit is excavated after the WSS grouting reinforcement is completed.
9. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: and (4) in the step (8), the reinforcing mesh comprises an inner reinforcing mesh and an outer reinforcing mesh, a quincunx draw hook is arranged between the inner reinforcing mesh and the outer reinforcing mesh, the draw hook is made of 8-size round steel, and the distance is 250-350 mm.
10. The construction method of the underground continuous wall of the pipeline crossing the foundation pit area according to the claim 1, characterized in that: c45 concrete added with the early strength agent is injected in the step (9), after the pouring is completed, an upper injection opening is welded and sealed by a steel plate, a grouting hole with the diameter of 8-10 mm is reserved, and the grouting is stopped when the grouting occurs in the grouting process.
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