CN113737774A - Deformation control construction method for foundation pit adjacent building - Google Patents
Deformation control construction method for foundation pit adjacent building Download PDFInfo
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- CN113737774A CN113737774A CN202111113516.3A CN202111113516A CN113737774A CN 113737774 A CN113737774 A CN 113737774A CN 202111113516 A CN202111113516 A CN 202111113516A CN 113737774 A CN113737774 A CN 113737774A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
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- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a deformation control construction method for a foundation pit adjacent building, which comprises the following steps: firstly, deformation protection of an adjacent building; secondly, reinforcing the deep groove walls such as the underground diaphragm wall and the like; thirdly, enclosing and controlling deformation of adjacent buildings by the ground connecting walls; fourthly, reinforcing the pit bottom and the end head. The invention can effectively reduce the deformation of the adjacent building, ensure the safe and normal use of the peripheral pipelines and the adjacent building, ensure the stability of the wall of the groove in the construction process of the enclosure structure, smooth construction, ensure the perfection and the smooth tunneling of the shield machine in the process of shield station passing, ensure the stability of the foundation pit in the excavation process of the foundation pit, avoid larger deformation of the underground diaphragm wall and avoid water seepage of the joint.
Description
Technical Field
The invention belongs to the technical field of deformation control of foundation pit adjacent buildings, and particularly relates to a deformation control construction method of a foundation pit adjacent building.
Background
In recent years, the urban modern construction is rapidly developed, and the application of underground rail transportation space greatly relieves the urban traffic pressure. In the tunnel construction method, the shield method gradually becomes the mainstream tunnel construction method due to the advantages of quick construction, no influence on the normal use of ground buildings and traffic and the quick update iteration of the shield construction machine in recent years. Conventional construction methods of first station and second tunnel are that one originating well passes through several shield zones and can be lifted out of a receiving well. However, urban land is gradually tensed and disturbed by conditions such as complex surrounding environment, land acquisition and removal, adjacent project land, traffic jam and the like, and the total construction period is prolonged because the station cannot complete construction according to the set construction period. Therefore, the construction technology of 'tunnel first and station last' for ensuring the comprehensive construction period is gradually the mainstream method of the shield method track traffic construction in the large and medium cities at present.
The construction of the tunnel and the post station is usually adopted because the construction site caused by the adjacent construction or project construction can not meet the early construction requirement of the normal station. And often can cause the ground subside around in the construction process of first tunnel later station, even influence the normal use or the harm security of adjacent building. Therefore, in tunnel-first and station-second, deformation control of the surrounding building should be more important. The conventional pre-grouting treatment cannot completely isolate the disturbance of the tunnel-first post-station construction on the building foundation, and the influence of the tunnel-first post-station construction on surrounding buildings can be effectively reduced by searching various forms of reinforcement treatment methods. In addition, the conditions of hole collapse, water seepage of a diaphragm wall joint, incomplete forming and the like are often existed in the ultra-deep diaphragm wall construction in the water-rich sandy stratum. Therefore, the improvement of the wall reinforcing, slurry, joint and guide wall of the ultra-deep diaphragm wall is urgent.
At present, a common first-tunnel second-station construction end enclosure structure usually adopts a plain concrete diaphragm wall or plain concrete secant pile process. Although the enclosure form can meet the requirement of normal tunneling of the shield tunneling machine, in the process of excavating the foundation pit after the shield tunneling machine passes through, the plain concrete enclosure structure is not added with flexible materials, so that the water seepage situation of the gap between the tunnel portal and the duct piece is very easy to occur, and even the tunnel face is collapsed. The fact that a series of materials such as steel bars and the like are not contained in the plain concrete envelope structure can also cause difficulty in post-cast tunnel door ring beam construction. However, after the steel bars are added, although the requirement for the stability of the enclosure structure can be met, the cutter is seriously damaged and the steel bars cannot be completely cut off when the shield machine cuts the enclosure structure due to insufficient torsion. A flexible material for replacing steel is required to be found to meet the requirement of stable enclosure structures and ensure normal cutting and station passing of the shield tunneling machine. At present, the conventional pit bottom reinforcement generally adopts a cement slurry reinforcing mode of mixing 20% and has the modes of strip drawing, skirt edge and full reinforcement. When the surrounding environment is complex and the underground water level is high, the defects that the deformation of the diaphragm wall is large in the excavation process, the ground subsides seriously, and water and sand gushes in the pit occur due to the defects that the construction quality cannot be guaranteed, the passive region reinforcement range is small, a complete supporting system cannot be formed and the like in the conventional pit bottom reinforcement.
Disclosure of Invention
The invention aims to solve the technical problems in the prior art and provide a deformation control construction method for a foundation pit adjacent building, which adopts glass fiber materials to replace steel materials in an end underground diaphragm wall to meet the tensile strength, can finish the cutting of the underground diaphragm wall to pass the station smoothly without greatly adjusting a cutter, has higher stability compared with a plain concrete wall adopted in the end diaphragm wall, ensures that the working face is more stable in the later excavation process of the foundation pit, can greatly reduce the gushing water and sand gushing risk, ensures the construction safety and the construction quality of a post-cast ring beam, can effectively reduce the deformation of the adjacent building, ensures the safe and normal use of peripheral pipelines and adjacent buildings, ensures the stability of the wall of the trench in the construction process of a shield enclosure structure, ensures the smoothness of the construction, ensures the perfection and the smooth tunneling of the shield machine in the process of the shield enclosure passing the station, guarantee the foundation ditch stability in the foundation ditch excavation process, the diaphragm wall does not have great deformation, connects no infiltration, convenient to popularize and use.
In order to solve the technical problems, the invention adopts the technical scheme that: a deformation control construction method for a foundation pit adjacent building is characterized by comprising the following steps:
step one, deformation protection of an adjacent building: adopt a plurality of sleeves to cut down the pipe and carry out sleeve valve pipe biliquid slip casting and consolidate in advance around the nearly building pile foundation in station of drawing up to build, sleeve cut down pipe position department and form sleeve and cut down pipe slip casting reinforcement body, the slip casting thick liquid adopts the mass ratio 1:1, the reinforcing depth of the cement-water glass double-liquid slurry is within the range of 2m below a bearing platform of a nearby building to 3m at the bottom of a foundation pit, the horizontal distance between two adjacent sleeve cutting pipes is 1m, two rows of the cement-water glass double-liquid slurry are arranged along the periphery of a pile foundation of the nearby building, and the row distance is 2 m;
then, constructing an isolation pile, wherein the isolation pile adopts a cast-in-situ bored pile, and the length of the pile is from the ground to 5m below the substrate; the isolation piles are arranged on the adjacent plane of the foundation pit and the adjacent building and extend out of the range of the building foundation by 3 meters at intervals in double rows;
step two, reinforcing the equal-depth groove walls of the underground diaphragm wall: the method comprises the following steps of (1) performing reinforcement construction on deep groove walls such as diaphragm walls, wherein high-pressure jet grouting piles with triple pipes of D800@650mm are adopted for groove wall reinforcement, and the reinforcement range is from 2m below the ground to the bottom of the diaphragm walls; the underground diaphragm wall joint adopts a king-shaped joint, a bypass-proof iron sheet is connected on the king-shaped joint, a guide wall is constructed, the depth of the guide wall is constructed to be 3m below the ground, 1.5m of H-shaped steel is inserted into an underground soil body, the upper end of the H-shaped steel is connected into a guide wall reinforcement cage, and the H-shaped steel and the guide wall reinforcement cage are firmly poured to form the integral optimized guide wall;
step three, enclosing the ground connecting wall and controlling the deformation of the adjacent building: two underground connecting walls which are positioned between the outer sides of the double-line tunnels and the isolation piles are arranged along the extension direction of the shield tunnel, two end underground connecting walls which are positioned on the shield section and used for sealing the two underground connecting walls are arranged along the width direction of the shield tunnel, and cement soil backfilling bodies are arranged at the connection positions of the underground connecting walls and the end underground connecting walls;
the underground diaphragm wall and the end underground diaphragm wall respectively comprise a plurality of underground diaphragm wall framework cages, two adjacent underground diaphragm wall framework cages are connected through a Chinese character 'wang' joint, two ends of the underground diaphragm wall or the end underground diaphragm wall are connected with joint boxes at two ends through Chinese character 'wang' joints, a flow-around preventing iron sheet is connected to a panel of an outermost flange plate of the Chinese character 'wang' joint, a plurality of positioning blocks are arranged on the outer side of the underground diaphragm wall framework cages, one side joint of the underground diaphragm wall framework cages is connected with the Chinese character 'wang' joints through a plurality of transverse main ribs, the other side of the underground diaphragm wall framework cages is provided with a bimodal joint rib adapted to the Chinese character 'wang' joints, grouting holes are formed in the tops of the underground diaphragm wall framework cages, the underground diaphragm wall framework cages are underground diaphragm wall reinforcement cages, the transverse main ribs in the underground diaphragm wall are reinforcing steel bars, and the Chinese character 'wang' joints in the underground diaphragm wall are section steel joints; the end ground connecting wall comprises a steel end ground connecting wall and a flexible end ground connecting wall which is arranged in the steel end ground connecting wall and is positioned at a position where the tunnel penetrates through, the steel end ground connecting wall structure is consistent with the ground connecting wall structure, a ground connecting wall skeleton cage in the flexible end ground connecting wall is a ground connecting wall glass fiber reinforcement cage, a transverse main reinforcement in the flexible end ground connecting wall is a glass fiber reinforcement, and a Wang-shaped joint in the flexible end ground connecting wall is a glass fiber joint;
if the underground continuous wall joint is not in the shield range, the Wang joint adopts a section steel joint, and if the underground continuous wall joint is in the shield range, the Wang joint in the shield penetration range adopts a glass fiber joint; the structure of the section steel joint and the structure of the glass fiber joint are the same, the connection of the glass fiber joint and each panel of the section steel joint is fixed by adopting four connecting clamping plates, and the glass fiber ribs, the section steel joint and the glass fiber joint are fixed by adopting U-shaped buckles;
step four, reinforcing the pit bottom and the end head: reinforcing an end soil body after a shield machine drives through, reinforcing by adopting a plain secant pile and double-liquid grouting form, arranging a pre-embedded vertical grouting pipe and a pre-embedded transverse grouting pipe in an end underground diaphragm wall, and grouting when water seepage occurs between shield pipe pieces and a tunnel portal gap to form an annular water-proof reinforcing body; the three-shaft mixing pile at the pit bottom is reinforced by adopting a step-type full-space reinforcement to form a pit bottom reinforcement body, and the reinforcement depth of the inner side of the underground diaphragm wall within 3m is 5 m.
The deformation control construction method for the foundation pit adjacent building is characterized by comprising the following steps of: the connector box is a double-peak connector box, and the double-peak connector box is matched with the Wang-shaped connector.
The deformation control construction method for the foundation pit adjacent building is characterized by comprising the following steps of: one side elevation that the shaped steel joint of wall is even to steel end is close to the position that the tunnel runs through is located shield tunnel elevation within range, steel end even the shaped steel joint of wall with flexible end even the glass fiber joint of wall adopts connecting splint to fix, steel end even the king word steel sheet of shaped steel joint of wall with flexible end even the glass fiber joint of wall correspond king word glass fiber board and connect through four connecting splint, and connecting splint include two connecting plates, and two connecting plates pass through the king word glass fiber board of a plurality of connecting bolt centre gripping glass fiber joints and the face of the king word steel sheet of shaped steel joint.
The deformation control construction method for the foundation pit adjacent building is characterized by comprising the following steps of: the glass fiber rib is connected with the board surface of the king-shaped glass fiber board or the king-shaped steel board through a plurality of U-shaped buckles, the two ends of each U-shaped buckle are sleeved with a pushing buckle base plate, and bolts are respectively installed at the two ends of each U-shaped buckle extending out of the corresponding buckle base plate.
The deformation control construction method for the foundation pit adjacent building is characterized by comprising the following steps of: the ground even links in the wall glass fiber muscle cage vertical glass fiber muscle and steel end ground even in the wall steel reinforcement cage the ground even the joining position of vertical reinforcing bar through a plurality of U type buckles and a plurality of location vice ligatures in the wall steel reinforcement cage, the joining position of vertical reinforcing bar is provided with arc glass fiber muscle section in the ground even wall steel reinforcement cage of vertical glass fiber muscle and steel end ground even wall in the wall glass fiber muscle cage.
The deformation control construction method for the foundation pit adjacent building is characterized by comprising the following steps of: and in the fourth step, the three-shaft stirring pile at the pit bottom is reinforced by adopting a three-shaft stirrer to form a three-shaft stirring secant pile comprising a 3m three-shaft stirring pile, a trapezoidal three-shaft stirring pile and a 5m three-shaft stirring pile.
Compared with the prior art, the invention has the following advantages:
1. the double-row cast-in-situ bored pile is adopted to reinforce the isolation pile, the isolation pile is arranged in double rows at intervals and embedded and fixed in a range of 5m below the base, and has certain rigidity, when stratum disturbance is generated during construction of a tunnel before and a station after the tunnel, a soil layer can generate relative displacement, the double-row isolation pile with certain rigidity is equivalent to a one-row supporting form, stress transmission in the soil layer can be effectively reduced, so that deformation of a soil body behind the isolation pile is greatly reduced, and the method is convenient to popularize and use.
2. According to the construction of the end underground diaphragm wall, plain concrete and glass fiber materials are adopted to improve cutting performance and keep the stability of the face surface of the end, firstly, a glass fiber rib and a glass fiber joint are adopted to replace a steel bar and a section steel joint in the range of shield tunneling, the glass fiber rib adopts a special pressing process to change the range of 0.3m of the end part into an arc section, a high-strength positioning caliper is adopted to fix the glass fiber rib and the steel bar in advance when the glass fiber rib and the steel bar are connected, then four U-shaped buckles are adopted to fix and lap joint, a plurality of connecting splints are adopted to connect the section steel joint and the glass fiber joint, two U-shaped buckles are adopted to connect the glass fiber rib and the two joints to ensure that a reinforcing mesh is completely formed and has rigidity meeting hoisting and pouring requirements, and the use effect is good; in the improvement of the ground connection wall joint and the construction form, the steel joint in the shape of the Chinese character 'wang' can enlarge the water seepage path of the ground connection wall joint by 200%, the anti-turbulent iron sheet can improve the slurry leakage condition in the concrete pouring process, during the construction, firstly, a double-wedge-shaped joint box is put in, then, a reinforcement cage is put in, enough supporting force can be generated on the lateral pressure in the reinforcement cage pouring process to ensure the construction quality of the ground connection wall, and secondly, the use of the joint box is more convenient and faster than the conventional construction of filling a sand bag at the back of the joint; the end diaphragm wall adopts the glass fiber material to replace steel, the glass fiber material has tensile strength equivalent to the steel, but the shearing resistance is not enough, so the cutting of the diaphragm wall can be finished by the shield tunneling machine under the condition of not adjusting a cutter to a large extent, the end diaphragm wall adopts the glass fiber material, compared with a form adopting a plain concrete wall, the tunnel face is more stable in the later stage excavation process, the water gushing and sand gushing risks can be greatly reduced, the construction safety and the construction quality of the post-cast ring beam are ensured, compared with a conventional form, the adopted double-rib connection form has the advantages of convenient construction and high connection strength, and the application of the double-material joint can allow the shield tunneling machine to normally tunnel and can have certain deviation tolerance on the premise of not increasing the diaphragm of the diaphragm wall.
3. The method has simple steps, can effectively reduce the deformation of the adjacent building, ensures the safe and normal use of peripheral pipelines and the adjacent building, ensures the stability of the wall of the groove in the construction process of the enclosure structure, ensures smooth construction, ensures the perfection and the smooth tunneling of the shield machine in the process of shield station crossing, ensures the stability of the foundation pit in the excavation process of the foundation pit, has no large deformation of the underground diaphragm wall, and has no water seepage of the joint.
In conclusion, the invention can effectively reduce the deformation of the adjacent building, ensure the safe and normal use of the peripheral pipelines and the adjacent building, ensure the stability of the wall of the groove in the construction process of the enclosure structure, smooth construction, ensure the perfection and the smooth tunneling of the shield machine in the process of shield station passing, ensure the stability of the foundation pit in the excavation process of the foundation pit, avoid the large deformation of the underground diaphragm wall, avoid the water seepage of the joint and facilitate the popularization and the use.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
Fig. 1 is a top view of a groundwall enclosure of the present invention.
Fig. 2 is a top view of the sleeve valve pipe grouting and spacer pile position layout of the invention.
Fig. 3 is a cross-sectional view of the sleeve valve pipe grouting and spacer pile position layout.
FIG. 4 is a schematic view of the guide wall optimization according to the present invention.
FIG. 5 is a schematic view of the construction of diaphragm wall and the connector of the king character.
FIG. 6 is a schematic view of the use of the end wall glass fibers of the present invention.
FIG. 7 is a schematic view of the connection between the glass fiber reinforced plastic bars and the reinforcing steel bars.
FIG. 8 is a schematic view of the connection between the glass fiber reinforced plastic and the steel joint according to the present invention.
Fig. 9 is a schematic view of the step-pit bottom reinforcement of the present invention.
FIG. 10 is a block flow diagram of a method of the present invention.
Description of reference numerals:
1-adjacent building cap; 2-adjacent building pile foundation; 3, cutting the tube with sleeves;
301-sleeve cutting pipe grouting reinforcement body; 4, isolating piles;
6-high pressure jet grouting pile; 7-diaphragm wall;
701-a ground wall framework cage; 702-transverse main ribs;
703-positioning blocks; 704-bimodal joint bars; 705-grouting holes;
706-anti-streaming iron sheet; 8-a cement soil backfilling body; 9, a guide wall;
901-guide wall reinforcement cage; 902-H section steel; 10-king connector;
1001 — joint box; 1002-joint welding spot; 11-section steel joint;
12-glass fiber joints; 13-reinforcing steel bars; 14-glass fiber reinforcement;
1401-arc glass fiber rib section; 15-shield tunnel;
16-positioning a vice; 17-U-shaped buckle; 1701-buckling a cushion plate;
1702 — bolt; 18-king glass fiber board; 19-steel plate with a Chinese character 'wang';
20-connecting the splint; 2001-connecting plate; 2002-connecting bolt;
21-pit bottom reinforcement; 2101-3 m triaxial mixing pile;
2102-trapezoidal triaxial mixing pile; 2103-5 m triaxial mixing pile.
Detailed Description
As shown in fig. 1 to 10, a deformation control construction method for a foundation pit adjacent building of the present invention includes the following steps:
step one, deformation protection of an adjacent building: adopt a plurality of sleeves to cut pipe 3 and carry out sleeve valve pipe biliquid slip casting and consolidate in advance around 2 adjacent to the building pile foundation at the station of drawing up to build, sleeve cuts 3 position departments of pipe and forms sleeve and cuts pipe slip casting reinforcing body 301, and the slip casting thick liquid adopts the mass ratio 1:1, the reinforcing depth of the cement-water glass double-liquid slurry is within the range of 2m below a bearing platform 1 of an adjacent building to 3m of the bottom of a foundation pit, the horizontal distance between every two adjacent sleeve cutting pipes 3 is 1m, two rows of cement-water glass double-liquid slurry are arranged along the periphery of a pile foundation 2 of the adjacent building, and the row distance is 2 m;
then, constructing an isolation pile 4, wherein the isolation pile 4 adopts a cast-in-situ bored pile, and the length of the pile is from the ground to 5m below the substrate; the isolation piles are arranged on the adjacent plane of the foundation pit and the adjacent building and extend out of the range of the building foundation by 3 meters at intervals in double rows;
it should be noted that during implementation, sleeve valve pipe double-liquid grouting is performed on an adjacent building foundation before underground diaphragm wall grooving, double-row tracking grouting is performed by adopting a D80@1000 embedded sleeve valve pipe, and hole forming is performed by adopting an embedded sleeve valve pipe. The grouting pressure is 0.2-0.8MPa in sandy soil and 0.5-1.2MPa in cohesive soil, and is adjusted in real time according to the on-site monitoring data. A check valve pipe with the inner diameter of 56mm and the outer diameter of 68mm is adopted, the grouting speed is controlled to be 10-40L/min, and the diffusion radius is 0.6m, so that a D1200 reinforcing body is formed. The grouting material is prepared from 35Be neutral water glass and P42.5 ordinary portland cement in a water cement ratio of 1:1, adding 4% of stabilizer and 1% of water reducer, wherein the mixing volume ratio of A to B is 1:1, controlling the initial setting time to be between 20s and 30 s. The field experiment is carried out on the double-liquid slurry on site, and the unconfined compressive strength is more than or equal to 1.2Mpa, and the permeability coefficient is less than or equal to 0.0001 mm/s. The grouting sequence is that the grouting is performed by jumping holes from two sides to the middle, and the sleeve cutting pipe 3 is pulled up to 0.5m each time. The isolation piles 4 adopt a cast-in-place pile process, and are arranged in double rows at intervals of D400@800 mm. And monitoring the integrity of the pile body by adopting a sound wave transmission method after the construction of the cast-in-place pile is finished, wherein the number of the monitored piles is not less than 15% of the total pile number, and the verticality deviation of the monitored piles is not less than 1% of the total pile length.
Step two, reinforcing the equal-depth groove walls of the underground diaphragm wall: the method comprises the following steps of (1) performing reinforcement construction on deep groove walls such as the diaphragm wall, wherein the groove wall reinforcement adopts a high-pressure jet grouting pile 6 with a D800@650mm triple pipe, and the reinforcement range is from 2m below the ground to the bottom of the diaphragm wall; the underground diaphragm wall joint adopts a king-shaped joint 10, an anti-bypass iron sheet 706 is connected to the king-shaped joint, a guide wall 9 is constructed, the depth of the guide wall is constructed to be 3m below the ground, 1.5m of H-shaped steel 902 is inserted into an underground soil body, the upper end of the H-shaped steel 902 is connected into a guide wall reinforcement cage 901, and the H-shaped steel 902 and the guide wall reinforcement cage 901 are poured firmly to form an integral optimized guide wall;
the method is characterized in that a D800@650mm triple-pipe high-pressure jet grouting pile is adopted for reinforcing the wall of the tank, the reinforcing range is from 2m below the ground to the bottom of the diaphragm wall, the cement doping amount is 25%, and the water cement mass ratio is 1: after 1 and 28 days, sampling inspection is carried out, unconfined compressive strength is not less than 1Mpa, guide wall construction is carried out after groove wall reinforcement construction is finished, the depth of a guide wall is 3m below the ground, profile steel is inserted into a soil body, the end part of the guide wall is firmly welded with a guide wall reinforcing mesh and then poured into a whole by concrete, a guide wall joint and a ground connection wall joint are staggered, and an upper support and a lower support are erected at intervals of 2m longitudinally after the concrete is poured.
It should be noted that the slurry quality should be adjusted during the implementationProportioning water according to quantity parameters: bentonite: CMC: na (Na)2CO31000: 80: 0.2: 4, selecting high-quality sodium bentonite with the montmorillonite content of more than or equal to 90 percent as bentonite, if the slurry page is greatly reduced, adding asbestos with the mass ratio of 20, controlling the parameters of newly prepared slurry to be more than or equal to 1.08, the viscosity of about 25s, the pH value of 8-9.5 and the sand content of less than or equal to 2.5, properly increasing the parameter control of slurry in a groove before the circularly regenerated slurry and concrete are poured, detecting the slurry in the groove after a reinforcement cage is placed, taking the upper position, the lower position and the middle position to monitor whether the parameters are met, when constructing the diaphragm wall 7, constructing a jumping groove, reducing the length of each groove section, selecting a 6m groove section, and when constructing the diaphragm wall close to the edge of a building, constructing according to the sequence of entering from two ends to the middle.
Step three, enclosing the ground connecting wall and controlling the deformation of the adjacent building: two underground connecting walls 7 which are positioned between the outer sides of the double-line tunnels and the isolation piles 4 are arranged along the extension direction of the shield tunnel 15, two end underground connecting walls 71 which are positioned on the shield section and used for sealing the two underground connecting walls 7 are arranged along the width direction of the shield tunnel 15, and a cement soil backfill body 8 is arranged at the joint position of the underground connecting walls 7 and the end underground connecting walls 71;
the underground diaphragm wall 7 and the end underground diaphragm wall 71 both comprise a plurality of underground diaphragm wall skeleton cages 701, two adjacent underground diaphragm wall skeleton cages 701 are connected through a Chinese character 'wang' joint 10, two ends of the underground diaphragm wall 7 or the end underground diaphragm wall 71 are connected with joint boxes 1001 at two ends through the Chinese character 'wang' joint 10, a bypass-proof iron sheet 706 is connected to a panel of an outermost flange plate of the Chinese character 'wang' joint 10, a plurality of positioning blocks 703 are arranged on the outer side of the underground diaphragm wall skeleton cage 701, a joint at one side of the underground diaphragm wall skeleton cage 701 is connected with the Chinese character 'wang' joint 10 through a plurality of transverse main ribs 702, a bimodal joint rib 704 suitable for the Chinese character 'wang' joint is arranged at the other side of the underground diaphragm wall skeleton cage 701, a grouting hole is arranged at the top of the underground diaphragm wall skeleton cage 701, the underground diaphragm wall skeleton cage 701 in the underground diaphragm wall 7 is an underground diaphragm wall reinforcement cage, the transverse main rib 702 in the underground diaphragm wall 7 is a reinforcement 13, and the Chinese character 'wang' joint 10 in the underground diaphragm wall 7 is a section steel joint 11; the end ground connecting wall 71 comprises a steel end ground connecting wall and a flexible end ground connecting wall which is arranged in the steel end ground connecting wall and is positioned at a position where a tunnel penetrates through, the structure of the steel end ground connecting wall is consistent with that of the ground connecting wall 7, the middle ground connecting wall skeleton cage 701 of the flexible end ground connecting wall is a ground connecting wall glass fiber reinforcement cage, the transverse main reinforcement 702 of the middle flexible end ground connecting wall is a glass fiber reinforcement 14, and the middle wang-shaped joint 10 of the flexible end ground connecting wall is a glass fiber joint 12;
the transverse main rib 702 and the Wang joint 10 are welded at the joint on one side of the reinforcement cage of the diaphragm wall through a joint welding spot 1002.
One side elevation that steel end ground links the position that steel joint 11 of wall is close to the tunnel and runs through is located shield tunnel 15 elevation within range, steel end ground links the steel joint 11 of wall with flexible end ground links the glass fiber joint 12 of wall and adopts connecting splint 20 to fix, steel end ground links the steel joint 11 of wall the steel joint 19 of king's word steel sheet with flexible end ground links the glass fiber joint 12 of wall and corresponds king's word glass fiber sheet 18 and connect through four connecting splint 20, and connecting splint 20 includes two connecting plates 2001, and two connecting plates 2001 pass through the face of a plurality of connecting bolt 2002 centre gripping glass fiber joint 12's king's word glass fiber sheet 18 and steel joint 11's king's word steel sheet 19.
The glass fiber rib 14 is connected with the plate surface of the glass fiber plate 18 in the shape of the Chinese character 'wang' or the steel plate 19 in the shape of the Chinese character 'wang' through a plurality of U-shaped buckles 17, the two ends of the U-shaped buckles 17 are sleeved with pushing buckle base plates 1701, and the two ends of the U-shaped buckles 17 extending out of the buckle base plates 1701 are respectively provided with bolts 1702.
The connection positions of the vertical glass fiber reinforcements 14 in the ground-connected wall glass fiber reinforcement cage and the vertical reinforcements 13 in the ground-connected wall reinforcement cage of the steel end ground-connected wall are bound through a plurality of U-shaped buckles 17 and a plurality of positioning vices 16, and the connection positions of the vertical glass fiber reinforcements 14 in the ground-connected wall glass fiber reinforcement cage and the vertical reinforcements 13 in the ground-connected wall reinforcement cage of the steel end ground-connected wall are provided with arc-shaped glass fiber reinforcement sections 1401.
Firstly, a pressing technology is used for forming an arc-shaped glass fiber rib section 1401 with gradually changed arc-shaped cross sections in the range of 0.3m of the end of a glass fiber rib 14, a plurality of positioning vices 16 are adopted to fixedly connect the glass fiber rib 14 and a reinforcing steel bar 13, and the fixed length is not less than 1 m; then, a plurality of U-shaped buckles 17 are adopted for connection; if the underground continuous wall joint is not in the shield range, the Wang joint 10 adopts a section steel joint 11, and if the underground continuous wall joint is in the shield range, the Wang joint 10 in the shield penetration range adopts a glass fiber joint 12; the structural steel joint 11 and the glass fiber joint 12 are identical in structure, the glass fiber joint 12 and each panel of the structural steel joint 11 are connected and fixed through four connecting clamping plates 20, and the glass fiber ribs 14, the structural steel joint 11 and the glass fiber joint 12 are fixed through U-shaped buckles 17;
if the underground continuous wall joint is not in the shield range, the Wang joint 10 adopts a section steel joint 11, and if the underground continuous wall joint is in the shield range, the Wang joint 10 in the shield penetration range adopts a glass fiber joint 12; the structural steel joint 11 and the glass fiber joint 12 are identical in structure, the glass fiber joint 12 and each panel of the structural steel joint 11 are connected and fixed through four connecting clamping plates 20, and the glass fiber ribs 14, the structural steel joint 11 and the glass fiber joint 12 are fixed through U-shaped buckles 17;
step four, reinforcing the pit bottom and the end head: reinforcing an end soil body after a shield machine drives through, reinforcing by adopting a plain secant pile and double-liquid grouting form, arranging a pre-embedded vertical grouting pipe and a pre-embedded transverse grouting pipe in an end underground diaphragm wall, and grouting when water seepage occurs between shield pipe pieces and a tunnel portal gap to form an annular water-proof reinforcing body; the pit bottom triaxial mixing pile is reinforced by adopting step type full reinforcement to form a pit bottom reinforcing body 21, and the reinforcing depth of the inner side of the diaphragm wall within 3m is 5 m.
In the fourth step of the present embodiment, a triaxial mixing secant pile including a 3m triaxial mixing pile 2101, a trapezoidal triaxial mixing pile 2102, and a 5m triaxial mixing pile 2103 is implemented by using a triaxial mixer to reinforce the pit bottom triaxial mixing pile.
It should be noted that, during implementation, after the shield machine passes through, the end soil body is reinforced to isolate the water seepage path to enhance the water stop effect at the joint of the tunnel segment and the underground diaphragm wall, the reinforcing range of the plain occlusive pile and the double-liquid grouting is 5m longitudinally, the shield external line is reinforced in a plate shape by expanding 3m, the double-liquid grouting is reinforced in a row range between the reinforcing region of the plain occlusive pile and the end diaphragm wall, a vertical grouting pipe and a horizontal grouting pipe are pre-embedded in the end diaphragm wall, the reserved grouting pipe adopts D60mm PVC pipe with a spacing of 1m, a transverse grouting pipe is arranged at the position of 0.5m and 1m outside the shield segment to form an annular water stop isolation layer, when water seepage exists between the shield segment and the underground diaphragm wall in the excavation process of the foundation pit, the double-liquid grouting is performed through the pre-embedded grouting pipe to block, the pit bottom is reinforced in a step-type full-chamber, the reinforcing depth is 5m below the base within 3m range inside the underground diaphragm wall, adopting ladder type reinforcement within the range of 3-6m measured in the diaphragm wall, gradually changing the reinforcement depth from 5m to 3m below the foundation, the reinforcement depth in other internal areas to 3m, adopting a D850mm triaxial stirring pile form for pit bottom reinforcement, improving the stirring admixture, selecting 25% of P42.5 common Portland cement, 5% -8% of quicklime, 3% of early strength water reducing agent, and 3% of cement, wherein the proportion scheme of 1:1 of water cement ratio, the concrete pile section adopts the improvement scheme of 25% of cement admixture, the empty pile section does not add admixture, adopting a two-spraying four-stirring process, when a triaxial stirrer touches underground obstacles, backfilling plain soil after cleaning and tamping in layers, after reducing the disturbance of the triaxial stirring to the ground layer, firstly performing strip-drawing reinforcement construction by a cabin-jumping method, then reinforcing, and finally performing full construction, the compressive strength of the mixing pile is tested after the age of 80d, the unconfined compressive strength of the mixing pile is more than or equal to 0.8Mpa, and the comprehensive foundation bearing capacity is more than or equal to 130 Kpa.
When the double-row cast-in-situ bored pile is used, the double-row cast-in-situ bored piles are adopted for reinforcing the isolation piles, the isolation piles are arranged in a double-row interval manner and are embedded and fixed in a range of 5m below the base, and have certain rigidity, when stratum disturbance is generated after construction of a first tunnel and a second station is approached, a soil layer can generate relative displacement, the double-row isolation piles with certain rigidity are equivalent to a one-row supporting form, and stress transmission in the soil layer can be effectively reduced, so that deformation of a soil body behind the isolation piles is greatly reduced; the two ground connecting walls 7 arranged on the outer side of the double-line tunnel along the extension direction of the shield tunnel 15 are both of a reinforced concrete structure, the two end ground connecting walls 71 which are arranged on the shield section along the width direction of the shield tunnel 15 and used for sealing the two ground connecting walls 7 are of a combined structure of a reinforced concrete structure and a glass fiber concrete structure, each end ground connecting wall 71 comprises a steel end ground connecting wall and a flexible end ground connecting wall which is arranged in the steel end ground connecting wall and is positioned at the position where the tunnel penetrates through, a glass fiber rib and a glass fiber joint are adopted to replace a steel bar and a section steel joint in the shield tunneling range, the glass fiber rib adopts a special pressing process to change the range of 0.3m of the end part into an arc section, a high-strength positioning caliper is adopted to fix the glass fiber rib and the steel bar in advance when the glass fiber rib and the steel bar are connected, then four U-shaped buckles are adopted to fix and lap joint, and a plurality of connecting splints are adopted between the section steel bar joint and the glass fiber joint, the glass fiber bars and the two connectors are connected by using two U-shaped buckles, so that the reinforcing mesh is integrally formed and has rigidity meeting the requirements of hoisting and pouring, and the using effect is good; in the improvement of the ground connection wall joint and the construction form, the steel joint in the shape of the Chinese character 'wang' can enlarge the water seepage path of the ground connection wall joint by 200%, the anti-turbulent iron sheet can improve the slurry leakage condition in the concrete pouring process, in the construction, firstly, a double-wedge-shaped joint box is put in, then, a reinforcement cage is put in, enough supporting force can be generated on the lateral pressure in the reinforcement cage pouring process to ensure the construction quality of the ground connection wall, and then, the joint box is more convenient and faster to use compared with the conventional construction of filling a cement backfill body at the back of the joint; the end diaphragm wall adopts the glass fiber material to replace steel, the glass fiber material has tensile strength equivalent to the steel, but the shearing resistance is not enough, so the cutting of the diaphragm wall can be finished by the shield tunneling machine under the condition of not adjusting a cutter to a large extent, the end diaphragm wall adopts the glass fiber material, compared with a form adopting a plain concrete wall, the tunnel face is more stable in the later stage excavation process, the water gushing and sand gushing risks can be greatly reduced, the construction safety and the construction quality of the post-cast ring beam are ensured, compared with a conventional form, the adopted double-rib connection form has the advantages of convenient construction and high connection strength, and the application of the double-material joint can allow the shield tunneling machine to normally tunnel and can have certain deviation tolerance on the premise of not increasing the diaphragm of the diaphragm wall.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (6)
1. A deformation control construction method for a foundation pit adjacent building is characterized by comprising the following steps:
step one, deformation protection of an adjacent building: adopt a plurality of sleeves to cut pipe (3) and carry out sleeve valve pipe biliquid slip casting around near building pile foundation (2) to the station of drawing up to build and consolidate in advance, sleeve cut pipe (3) position department forms sleeve and cuts pipe slip casting reinforcement body (301), and the slip casting thick liquid adopts the mass ratio 1:1, the reinforcing depth of the cement-water glass double-liquid slurry is within the range from 2m below a bearing platform (1) of an adjacent building to 3m at the bottom of a foundation pit, the horizontal distance between every two adjacent sleeve cutting pipes (3) is 1m, two rows of the cement-water glass double-liquid slurry are arranged along the periphery of a pile foundation (2) of the adjacent building, and the row distance is 2 m;
then, constructing an isolation pile (4), wherein the isolation pile (4) adopts a cast-in-situ bored pile, and the length of the pile is from the ground to 5m below the substrate; the isolation piles are arranged on the adjacent plane of the foundation pit and the adjacent building and extend out of the range of the building foundation by 3 meters at intervals in double rows;
step two, reinforcing the equal-depth groove walls of the underground diaphragm wall: the method comprises the following steps of (1) performing reinforcement construction on deep groove walls such as the diaphragm wall, wherein the groove wall reinforcement adopts a high-pressure jet grouting pile (6) with a D800@650mm triple pipe, and the reinforcement range is from 2m below the ground to the bottom of the diaphragm wall; the underground diaphragm wall joint adopts a king-shaped joint (10), an anti-streaming iron sheet (706) is connected to the king-shaped joint, a guide wall (9) is constructed, the depth of the guide wall is constructed to be 3m below the ground, 1.5m H-shaped steel (902) is inserted into an underground soil body, the upper end of the H-shaped steel is connected into a guide wall reinforcement cage (901), and the H-shaped steel (902) and the guide wall reinforcement cage (901) are poured and firmly to form an integral optimized guide wall;
step three, enclosing the ground connecting wall and controlling the deformation of the adjacent building: two underground connecting walls (7) which are positioned between the outer sides of the double-line tunnels and the isolation piles (4) are arranged along the extension direction of the shield tunnel (15), two end underground connecting walls (71) which are positioned on the shield section and used for sealing the two underground connecting walls (7) are arranged along the width direction of the shield tunnel (15), and a cement soil backfill body (8) is arranged at the joint position of the underground connecting walls (7) and the end underground connecting walls (71);
the underground diaphragm wall (7) and the end underground diaphragm wall (71) both comprise a plurality of underground diaphragm wall framework cages (701), two adjacent underground diaphragm wall framework cages (701) are connected through a Chinese character ' wang ' joint (10), two ends of the underground diaphragm wall (7) or the end underground diaphragm wall (71) are connected with joint boxes (1001) at two ends through the Chinese character ' wang ' joint (10), a bypass-preventing iron sheet (706) is connected on a panel of an outermost flange plate of the Chinese character ' wang ' joint (10), a plurality of positioning blocks (703) are arranged on the outer side of the underground diaphragm wall framework cage (701), a joint at one side of the underground diaphragm wall framework cage (701) is connected with the Chinese character ' wang joint (10) through a plurality of transverse main ribs (702), a bimodal joint rib (704) adaptive to the Chinese character ' wang ' joint is arranged at the other side of the underground diaphragm wall framework cage (701), a grouting hole (705) is arranged at the top of the underground diaphragm wall framework cage (701), the underground diaphragm wall framework cage (701) in the underground diaphragm wall (7) is an underground diaphragm wall reinforcement cage, the transverse main reinforcement (702) in the underground diaphragm wall (7) is a reinforcement (13), and the Wang-shaped joint (10) in the underground diaphragm wall (7) is a section steel joint (11); the end ground connecting wall (71) comprises a steel end ground connecting wall and a flexible end ground connecting wall which is arranged in the steel end ground connecting wall and is positioned at a position where the tunnel penetrates through, the structure of the steel end ground connecting wall is consistent with that of the ground connecting wall (7), a middle ground connecting wall skeleton cage (701) of the flexible end ground connecting wall is a ground connecting wall glass fiber reinforcement cage, a middle transverse main reinforcement (702) of the flexible end ground connecting wall is a glass fiber reinforcement (14), and a middle wang-shaped joint (10) of the flexible end ground connecting wall is a glass fiber joint (12);
if the underground continuous wall joint is not in the shield range, the Wang joint (10) adopts a section steel joint (11), and if the underground continuous wall joint is in the shield range, the Wang joint (10) in the shield penetration range all adopts a glass fiber joint (12); the structural steel joint (11) and the glass fiber joint (12) are identical in structure, the glass fiber joint (12) and each panel of the structural steel joint (11) are connected and fixed through four connecting clamping plates (20), and the glass fiber ribs (14), the structural steel joint (11) and the glass fiber joint (12) are fixed through U-shaped buckles (17);
step four, reinforcing the pit bottom and the end head: reinforcing an end soil body after a shield machine drives through, reinforcing by adopting a plain secant pile and double-liquid grouting form, arranging a pre-embedded vertical grouting pipe and a pre-embedded transverse grouting pipe in an end underground diaphragm wall, and grouting when water seepage occurs between shield pipe pieces and a tunnel portal gap to form an annular water-proof reinforcing body; the three-axis mixing pile at the pit bottom is reinforced by adopting a step-type full-space reinforcement to form a pit bottom reinforcement body (21), and the reinforcement depth of the inner side of the diaphragm wall within 3m is 5 m.
2. The method for controlling deformation of a foundation pit adjacent building according to claim 1, wherein: the connector box (1001) is a double-peak connector box, and the double-peak connector box is matched with the Wang-shaped connector (10).
3. The method for controlling deformation of a foundation pit adjacent building according to claim 1, wherein: one side elevation that shaped steel joint (11) of wall is even to steel end ground is close to the position that the tunnel runs through is located shield tunnel (15) elevation within range, shaped steel joint (11) of wall is even to steel end ground with glass fiber joint (12) of wall is even to flexible end ground adopts connecting splint (20) to fix, steel end ground even the king's style of calligraphy steel sheet (19) of shaped steel joint (11) of wall with glass fiber joint (12) of wall is even to flexible end ground corresponds king's style of calligraphy glass fiber board (18) and is connected through four connecting splint (20), and connecting splint (20) include two connecting plates (2001), and two connecting plates (2001) are through the face of king's style of calligraphy glass fiber board (18) of a plurality of connecting bolt (2002) centre gripping glass fiber joint (12) and king's style of calligraphy steel sheet (19) of shaped steel joint (11).
4. A method of controlling deformation of a structure adjacent a foundation pit as claimed in claim 3, wherein: the glass fiber rib (14) is connected with the plate surface of a wang-shaped glass fiber plate (18) or a wang-shaped steel plate (19) through a plurality of U-shaped buckles (17), pushing buckle base plates (1701) are sleeved at the two ends of the U-shaped buckles (17), and bolts (1702) are respectively installed at the two ends, extending out of the buckle base plates (1701), of the U-shaped buckles (17).
5. The method for controlling deformation of a foundation pit adjacent building according to claim 1, wherein: the connection position of vertical glass fiber ribs (14) in the ground-connected wall glass fiber rib cage and vertical steel bars (13) in the ground-connected wall steel bar cage of the steel end ground-connected wall is bound through a plurality of U-shaped buckles (17) and a plurality of positioning vices (16), and the connection position of the vertical glass fiber ribs (14) in the ground-connected wall glass fiber rib cage and the vertical steel bars (13) in the ground-connected wall steel bar cage of the steel end ground-connected wall is provided with an arc-shaped glass fiber rib section (1401).
6. The method for controlling deformation of a foundation pit adjacent building according to claim 1, wherein: in the fourth step, the three-shaft stirring pile at the pit bottom is reinforced by adopting a three-shaft stirrer to form a three-shaft stirring interlocking pile comprising a 3m three-shaft stirring pile (2101), a trapezoid three-shaft stirring pile (2102) and a 5m three-shaft stirring pile (2103).
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