CN209873784U - Open cut underground structure diaphragm wall groove wall reinforced structure - Google Patents
Open cut underground structure diaphragm wall groove wall reinforced structure Download PDFInfo
- Publication number
- CN209873784U CN209873784U CN201822056660.8U CN201822056660U CN209873784U CN 209873784 U CN209873784 U CN 209873784U CN 201822056660 U CN201822056660 U CN 201822056660U CN 209873784 U CN209873784 U CN 209873784U
- Authority
- CN
- China
- Prior art keywords
- pile
- wall
- stirring
- piles
- shaft
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The utility model discloses an open cut underground structure diaphragm wall groove wall reinforced structure. The method comprises the following steps: the single-shaft close-spaced type lattice stirring pile comprises single-shaft close-spaced type lattice stirring piles arranged on two sides of a continuous wall groove wall and single-shaft close-spaced type lattice stirring piles arranged on the outer side of the continuous wall groove wall, wherein at least two rows of the single-shaft piles are respectively arranged along two sides of the continuous wall, curing structures between adjacent stirring piles are overlapped and occluded, the single-shaft close-spaced type piles are arranged in a double-row lattice manner along the outer side of the continuous wall groove wall, the curing structures between the adjacent stirring piles are connected in rows, and each pile penetrates into the; the construction method comprises the following steps: the drilling machine is positioned and straightened, drills to the designed elevation, feeds, lifts the drill bit, stops lifting, and repeatedly stirs to stop. Adopt the utility model discloses the structure reinforcement, the horizontal displacement of structure and vertical settlement accumulative total variation value all do not exceed the warning line scope, and the ground after the reinforcement has sufficient bearing capacity, promotes heavy mechanized construction, has both reached the quality in guaranteeing the work progress, has reached the purpose that reduces engineering cost again.
Description
Technical Field
The utility model belongs to the technical field of underground construction technology, especially, belong to underground construction and consolidate construction technology technical field, in particular to open cut foundation ditch diaphragm wall reinforced structure and reinforcement method in subway station construction.
Background
With the rapid development of urban subway construction, the open cut method is used as a preferred excavation technology for subway station engineering construction, and has the advantages of simple, rapid, economic and safe construction. In the construction of a silt soil layer, the silt soil layer has high flow plasticity, so that the grooving difficulty is increased and the grooving speed is low when the underground continuous wall is grooved, and the groove wall collapse often occurs to influence the construction safety and progress.
In the prior construction technology, a cement-soil mixing pile method is a commonly used method in underground continuous wall construction, cement is used as a curing agent, the curing agent and soft soil are uniformly mixed by mechanical mixing, a series of physical and chemical reactions are generated between the curing agent and the soft soil, and the curing agent and the soft soil are gradually hardened to form a wall-shaped cement-soil pile wall with integrity, water stability and certain strength. By adopting the cement mixing pile method, the enclosure structure and the main structure can be separated, the waterproof effect is achieved when the main structure is constructed, but the enclosure structure is low in rigidity and poor in deformation control capability.
Disclosure of Invention
The utility model aims to solve the technical problem that a cut and dig underground structure diaphragm wall groove wall reinforced structure and reinforcement worker's method is provided to effectively improve underground structure's efficiency of construction, reduce engineering cost under the prerequisite of security in guaranteeing the work progress.
The utility model discloses a following technical scheme realizes:
the utility model at first provides an open cut underground structure diaphragm wall groove wall reinforced structure, its characterized in that: underground structure continuous wall cell wall is consolidated through stirring stake, includes: the single-shaft meshed lattice stirring piles are arranged on two sides of the wall of the continuous wall groove, and the single-shaft close-packed lattice stirring piles are arranged on the outer side of the wall of the continuous wall groove;
at least two rows of single-shaft meshed latticed stirring piles are arranged along two sides of the continuous wall respectively, curing structures between adjacent stirring piles are overlapped and meshed, and the depth of each pile needs to penetrate 1m below a silt soil layer;
the single-shaft close-packed lattice stirring piles are arranged in a double-row grid along the outer side of the wall of the continuous wall groove, the curing structures between adjacent stirring piles are connected in rows, and the depth of each pile needs to penetrate 1m below a silt soil layer.
Furthermore, the single-shaft close-packed lattice stirring piles form a grid arrangement structure in a shape like a Chinese character 'tian' or freely extending along the outer side of the groove wall of the continuous wall.
Single-shaft meshed type lattice stirring pile mesh reinforcing structure is arranged outside the single-shaft meshed type lattice stirring pile.
The diameter of the single-shaft meshed latticed stirring pile is 500mm, the arrangement mode is that the longitudinal pile spacing is 500mm, and the transverse pile spacing is 400 mm; the diameter of the single-shaft close-packed lattice stirring pile is 500mm, the arrangement mode is 500mm of the longitudinal pile spacing, and 500mm of the transverse pile spacing. Two rows of secant piles are arranged on two sides of the underground continuous wall, the installing diameter is 500mm, the arrangement mode is that the longitudinal pile spacing is 500mm, and the transverse pile spacing is 400 mm; the outer side of the occlusive pile is provided with densely arranged latticed stirring piles with the diameter of 500mm, the arrangement mode is that the distance between the longitudinal piles is 500mm, and the distance between the transverse piles is 500 mm; the distance is the distance between the center points of the two stakes.
The utility model also discloses a construction method of adopting above-mentioned open cut underground structure diaphragm wall groove wall reinforced structure. The reinforcing method of each mixing pile comprises the following steps:
(1) drill positioning and straightening
And assembling and erecting the stirring pile machine. Checking whether the connection of each part of the main machine, the installation and debugging conditions of each part of the hydraulic system, the electrical system and the guniting system and the sealing connection condition of the grout tank and the pipeline are normal or not, performing necessary adjustment and fastening work, and operating after eliminating abnormal conditions. After the slurry tank is filled with the materials, the feeding hole is covered and sealed. When the drilling machine is installed, the drilling machine is aligned to the pile position, and the machine body of the pile machine is leveled to ensure the perpendicularity of the pile.
(2) Drilling in
After the pile machine is aligned, the main motor is started to drill, and when the stirring drill bit is close to the ground, the air compressor is started to supply air.
The drilling depth is determined by a depth ruler disk, and the numerical value of the drilling depth is equal to the sum of the design reinforcement depth and the height of the lateral moving groove of the pile machine from the ground.
(3) Drilling to the designed elevation
And when the depth ruler discs reach a preset number, stopping the drilling machine, reversely rotating the drill bit without lifting, and waiting for feeding.
(4) Feeding of materials
And opening the feeding valve, closing the air supply valve and spraying the reinforcing slurry.
(5) Lift drill bit
And (3) after confirming that the reinforcing slurry reaches the pile bottom, lifting the stirring drill bit, stopping for 30 seconds generally at the pile bottom, ensuring that the reinforcing slurry reaches the pile bottom, stopping spraying when the reinforcing slurry is lifted to a designed elevation, and determining the spraying depth by combining the stirring and lifting speed. And strictly forbidding the lifting work of the drilling machine under the condition that the pile is not sprayed.
(6) Stop lifting
And opening the air supply valve, then closing the feed valve, keeping the air compressor running, stopping lifting when the stirring drill bit is lifted to the pile top, and rotating in situ for two minutes to ensure the uniformity and compactness of the pile head.
(7) Repeated stirring
And (4) rotating the stirring drill bit while drilling downwards to the designed pile bottom depth, and then lifting out of the ground for secondary stirring.
(8) Shutdown
And lifting the stirring drill bit to the ground, stopping the main motor, stopping the air compressor and filling the construction record.
(9) The pile machine is shifted: and moving the pile machine to the next pile position for construction by using a hydraulic system of the pile machine.
The utility model discloses lattice formula stirring stake reinforcement cell wall can obviously improve the bearing capacity of ground, guarantees to plan to build or the unlikely emergence of neighbouring structure exceeds the allowable settlement, also can improve the intensity of the soil body and the lateral resistance of the soil body, reduces the envelope displacement, guarantees that envelope or neighbouring structure are unlikely to take place to exceed the allowable displacement. The silt soil layer after being reinforced by the lattice type mixing piles obviously improves the bearing capacity of the foundation, promotes the mechanized construction of heavy machinery, accelerates the construction progress and improves the construction quality. Compare traditional cement mixing stake reinforcement construction, its superiority is embodied in: the lattice type stirring pile is adopted, so that the workload is greatly reduced, the manpower and material resources are saved, and the construction period is shortened; from the structural stress characteristic, under the condition of the same sectional area, the lattice type stirring pile has larger inertia moment, and the effect of resisting deformation and reinforcing the foundation is more obvious.
Similar conventional envelope generally is that solitary underground continuous wall or stirring stake are consolidated, the utility model discloses an underground continuous wall + lattice formula stirring stake composite reinforcement mainly is applied to coastal silt texture layer pit excavation.
The utility model discloses to the geological conditions and the construction organization characteristics that underground structure engineering located, according to the horizontal displacement of the monitoring point on scene and the data result demonstration of vertically subsiding, adopt lattice formula stirring stake cell wall reinforcement back, its horizontal displacement does not all exceed the scope of warning line with the vertical accumulative total variation value of subsiding, has embodied the ground after the reinforcement and has had sufficient bearing capacity, promotes heavy mechanized construction, has both reached the quality in the assurance work progress, has reached the purpose that reduces engineering cost again.
Drawings
FIG. 1 is a schematic diagram of a standard cross section of a lattice type mixing pile for stratum reinforcement of the present invention;
FIG. 2 is a partial schematic view of the reinforced planar arrangement of the wall of the mixing pile;
FIG. 3 is a schematic view of a planar arrangement of a single-shaft close-packed lattice type mixing pile for wall reinforcement;
FIG. 4 is a schematic view of the reinforced planar arrangement of the single-shaft close-packed lattice type mixing pile slot wall at the junction of the shield section and the open cut section;
FIG. 5 is a schematic view of the plane layout of the interlocking reinforcement of the single-shaft interlocking lattice stirring pile of the present invention;
FIG. 6 is a flow chart of the construction process of the mixing pile of the present invention;
fig. 7 is a schematic view of a plane layout for engineering example of the present invention.
In the figure, 1 is an open-cut excavator pit, 2 is a single-shaft close-packed lattice stirring pile, 3 is a single-shaft engaging lattice stirring pile, and 4 is a continuous wall.
Detailed Description
The present invention will be further described with reference to the following embodiments, which are intended to illustrate the principles of the present invention without limiting the present invention in any way, and the present invention is not beyond the scope of the present invention.
With reference to the attached drawings.
As shown in the figure, open cut underground structure diaphragm wall cell wall reinforced structure, underground structure diaphragm wall cell wall is consolidated through the stirring stake, includes: the single-shaft meshed lattice stirring piles are arranged on two sides of the wall of the continuous wall groove, and the single-shaft close-packed lattice stirring piles are arranged on the outer side of the wall of the continuous wall groove;
at least two rows of single-shaft meshed latticed stirring piles are arranged along two sides of the continuous wall respectively, curing structures between adjacent stirring piles are overlapped and meshed, and the depth of each pile needs to penetrate 1m below a silt soil layer;
the single-shaft close-packed lattice stirring piles are arranged in a double-row grid along the outer side of the wall of the continuous wall groove, the curing structures between the adjacent stirring piles are connected in rows, and the depth of each pile needs to penetrate 1m below a silt soil layer.
The single-shaft close-packed lattice stirring piles form at least two adjacent grid arrangement structures along the outer side of the wall of the continuous wall. That is, the single-shaft close-packed lattice mixing piles form a grid shaped like a Chinese character ' tian ' along the outer side of the wall of the continuous wall or a grid arrangement structure extending randomly in the grid shaped like the Chinese character ' tian
The single-shaft meshed type lattice stirring pile grid reinforcing structure is arranged on the outer side of the single-shaft meshed type lattice stirring pile.
The diameter of the single-shaft meshed lattice stirring pile is 500mm, the arrangement mode is that the longitudinal pile spacing is 500mm, and the transverse pile spacing is 400 mm; the diameter of the single-shaft close-packed lattice stirring pile is 500mm, the arrangement mode is 500mm of the longitudinal pile spacing, and 500mm of the transverse pile spacing.
The utility model discloses specifically arrange the structure formation of explaining unipolar close-packed lattice stirring stake with following structure.
As shown in fig. 2, the lattice type mixing piles are arranged in a field-shaped structure, and the mixing piles forming the structure are arranged in two rows and arranged in a single-shaft close-packed manner. The range that needs the reinforcement outside the machine pit is 9m, and the station leads to long range and adopts diameter 500mm, and the arrangement mode is vertical pile interval 500mm, and horizontal pile interval 500 mm's unipolar stirring stake is close packed lattice formula and is consolidated, and the reinforced degree of depth of every stake needs to penetrate silt soil layer below 1 m.
As shown in fig. 3, the lattice-type mixing piles extend outward of the pit, and the mixing piles forming the structure are arranged in two rows and arranged in a single-shaft close-packed arrangement. The range that needs the reinforcement outside the machine pit is 9m, and the station leads to long range and adopts diameter 500mm, and the arrangement mode is vertical pile interval 500mm, and horizontal pile interval 500 mm's unipolar stirring stake is close packed lattice formula and is consolidated, and the reinforced degree of depth of every stake needs to penetrate silt soil layer below 1 m.
As shown in fig. 4, the lattice type mixing piles extend out of the machine pit and are applied to reinforcing the joint of the shield section and the open cut section, and the mixing piles forming the structure are arranged in two rows and are arranged in a single-shaft close-packed mode. The depth of each pile reinforcement needs to penetrate 1m below the silt layer.
As shown in fig. 5, the pile positions of the engaged mixing pile reinforced groove wall form are arranged on two sides of the continuous wall, 2 rows of piles with the diameter of 500mm are arranged inside and outside the groove section, the arrangement mode is that the vertical pile spacing is 500mm, the single-shaft mixing piles with the horizontal pile spacing of 500mm are engaged and reinforced, and the reinforced depth of each pile needs to penetrate into the soil layer 1m below the sludge soil layer.
The single pile construction process is illustrated in fig. 6, and the process steps include:
(1) drill positioning and straightening
And assembling and erecting the stirring pile machine. Checking whether the connection of each part of the main machine, the installation and debugging conditions of each part of the hydraulic system, the electrical system and the guniting system and the sealing connection condition of the grout tank and the pipeline are normal or not, performing necessary adjustment and fastening work, and operating after eliminating abnormal conditions. After the slurry tank is filled with the materials, the feeding hole is covered and sealed. When the drilling machine is installed, the drilling machine is aligned to the pile position, and the machine body of the pile machine is leveled to ensure the perpendicularity of the pile.
(2) Drilling in
After the pile machine is aligned, the main motor is started to drill, and when the stirring drill bit is close to the ground, the air compressor is started to supply air.
The drilling depth is determined by a depth ruler disk, and the numerical value of the drilling depth is equal to the sum of the design reinforcement depth and the height of the lateral moving groove of the pile machine from the ground.
(3) Drilling to the designed elevation
And when the depth ruler discs reach a preset number, stopping the drilling machine, reversely rotating the drill bit without lifting, and waiting for feeding.
(4) Feeding of materials
And opening the feeding valve, closing the air supply valve and spraying the reinforcing slurry.
(5) Lift drill bit
And (3) after confirming that the reinforcing slurry reaches the pile bottom, lifting the stirring drill bit, stopping for 30 seconds generally at the pile bottom, ensuring that the reinforcing slurry reaches the pile bottom, stopping spraying when the reinforcing slurry is lifted to a designed elevation, and determining the spraying depth by combining the stirring and lifting speed. And strictly forbidding the lifting work of the drilling machine under the condition that the pile is not sprayed.
(6) Stop lifting
And opening the air supply valve, then closing the feed valve, keeping the air compressor running, stopping lifting when the stirring drill bit is lifted to the pile top, and rotating in situ for two minutes to ensure the uniformity and compactness of the pile head.
(7) Repeated stirring
And (4) rotating the stirring drill bit while drilling downwards to the designed pile bottom depth, and then lifting out of the ground for secondary stirring.
(8) Shutdown
And lifting the stirring drill bit to the ground, stopping the main motor, stopping the air compressor and filling the construction record.
(9) The pile machine is shifted: and moving the pile machine to the next pile position for construction by using a hydraulic system of the pile machine.
Fig. 7 specifically illustrates an overall arrangement form of the enclosure structure of each part of the subway station.
Claims (4)
1. The utility model provides an open cut underground structure diaphragm wall groove wall reinforced structure which characterized in that: underground structure continuous wall cell wall is consolidated through stirring stake, includes: the single-shaft meshed lattice stirring piles are arranged on two sides of the wall of the continuous wall groove, and the single-shaft close-packed lattice stirring piles are arranged on the outer side of the wall of the continuous wall groove;
at least two rows of single-shaft meshed latticed stirring piles are arranged along two sides of the continuous wall respectively, curing structures between adjacent stirring piles are overlapped and meshed, and the depth of each pile needs to penetrate 1m below a silt soil layer;
the single-shaft close-packed lattice stirring piles are arranged in a double-row grid along the outer side of the wall of the continuous wall groove, the curing structures between adjacent stirring piles are connected in rows, and the depth of each pile needs to penetrate 1m below a silt soil layer.
2. The open cut underground structure diaphragm wall trench wall reinforcing structure of claim 1, characterized in that: the single-shaft close-packed lattice stirring piles form a grid arrangement structure in a shape like a Chinese character 'tian' or freely extend along the outer side of the groove wall of the continuous wall.
3. The open cut underground structure diaphragm wall trench wall reinforcing structure of claim 2, characterized in that: uniaxial close-packed lattice stirring pile mesh reinforcing structure is arranged outside the uniaxial occlusion lattice stirring pile.
4. The open trench underground structure diaphragm wall reinforced structure of claim 1 or 2 or 3, characterized in that: the diameter of the single-shaft meshed latticed stirring pile is 500mm, the arrangement mode is that the longitudinal pile spacing is 500mm, and the transverse pile spacing is 400 mm; the diameter of the single-shaft close-packed lattice stirring pile is 500mm, the arrangement mode is 500mm of the longitudinal pile spacing, and 500mm of the transverse pile spacing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822056660.8U CN209873784U (en) | 2018-12-07 | 2018-12-07 | Open cut underground structure diaphragm wall groove wall reinforced structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822056660.8U CN209873784U (en) | 2018-12-07 | 2018-12-07 | Open cut underground structure diaphragm wall groove wall reinforced structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209873784U true CN209873784U (en) | 2019-12-31 |
Family
ID=68944877
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201822056660.8U Active CN209873784U (en) | 2018-12-07 | 2018-12-07 | Open cut underground structure diaphragm wall groove wall reinforced structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN209873784U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109487783A (en) * | 2018-12-07 | 2019-03-19 | 中铁二十五局集团第五工程有限公司 | A kind of open cut underground structure diaphragm wall cell wall ruggedized construction and its reinforcement means |
-
2018
- 2018-12-07 CN CN201822056660.8U patent/CN209873784U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109487783A (en) * | 2018-12-07 | 2019-03-19 | 中铁二十五局集团第五工程有限公司 | A kind of open cut underground structure diaphragm wall cell wall ruggedized construction and its reinforcement means |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN103061777A (en) | Method for building urban underground tunnel shield cutter repairing space with preset reinforcing pile groups | |
| CN211874515U (en) | Secant pile waterproof curtain structure in underground excavation station hole under low headroom | |
| CN110258538B (en) | Soil nail reinforced buffer type manual hole digging pile and construction method thereof | |
| CN205024712U (en) | Combined tower crane foundation | |
| CN110468873B (en) | Underpinning structure for abutment pile foundation in small space and using method | |
| CN103147444A (en) | Foundation pit enclosure structure capable of realizing supporting while excavating and foundation pit excavating method | |
| CN209873784U (en) | Open cut underground structure diaphragm wall groove wall reinforced structure | |
| CN201943077U (en) | Waterproof curtain of CT-type fore shaft steel pipe pile | |
| CN214832899U (en) | Assembled tailing pond radiation well ring with fixing grooves | |
| CN110565686A (en) | Construction method for penetrating river channel under pipe gallery | |
| CN102220764B (en) | Construction method of deep foundation pit bracing system | |
| CN109577322A (en) | A kind of constructing device for inside soil body existing pile foundation pile extension | |
| CN111502672B (en) | Construction method for stratum reinforcement before opening of shield cutter head | |
| CN211646415U (en) | Prefabricated enclosure structure for narrow deep foundation pit | |
| CN117107749A (en) | Construction method of large-diameter punched bored pile under influence of sea water seepage in sea-filling land-building area | |
| CN112609705A (en) | Steel sheet pile supporting system and method suitable for shallow soft soil foundation pit | |
| CN218060412U (en) | Utility tunnel enclosure wall construction structures | |
| CN111350193A (en) | Open type foundation pit supporting method | |
| CN214942693U (en) | Underpinning support system for storey-adding reconstruction of existing building basement | |
| CN215053032U (en) | Protection architecture that deep basal pit closes on existing shallow basis | |
| CN213897154U (en) | Soft soil foundation pit bottom curing structure | |
| CN213869905U (en) | Large-section tunnel base anti-sedimentation structure under loose rock stack stratum | |
| CN114411758A (en) | Foundation pit support multi-shaft pressure-grouting pile construction process based on solid waste utilization | |
| CN209816867U (en) | A supporting construction for peripheral foundation ditch of existing building |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |