CN112813984A - Deep foundation pit construction method under complex geological condition - Google Patents
Deep foundation pit construction method under complex geological condition Download PDFInfo
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- CN112813984A CN112813984A CN202011625984.4A CN202011625984A CN112813984A CN 112813984 A CN112813984 A CN 112813984A CN 202011625984 A CN202011625984 A CN 202011625984A CN 112813984 A CN112813984 A CN 112813984A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/20—Miscellaneous comprising details of connection between elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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Abstract
The invention discloses a deep foundation pit construction method under a complex geological condition, relates to the technical field of building construction, and solves the problem that the existing foundation pit supporting method is unsafe when being used for construction under the complex geological condition. The technical scheme adopted by the invention is as follows: the method is used for vertical excavation construction of a deep foundation pit under the geological condition of high water level with backfill on the surface layer, silt clay on the middle layer and stroke rock on the lower layer, a drainage ditch is excavated around an excavation area of the deep foundation pit, and surface water is discharged; then, constructing single-row steel pipe piles along the excavation boundary of the deep foundation pit, and connecting the parts of the steel pipe piles exposed out of the ground through cross rods; s, constructing an anchorage outside the excavation range of the deep foundation pit or selecting other fixtures as anchorage points, and tensioning the cross rod and the anchorage points; dewatering the excavation area of the deep foundation pit, excavating the deep foundation pit in layers, installing a waist beam, constructing an anchor pipe and constructing a concrete retaining wall; and finally, repeatedly excavating and supporting in layers until the maximum designed excavation depth is reached.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method for excavating a deep foundation pit under a complex geological condition.
Background
At present, most of deep foundation pit construction uses methods such as slope excavation, anchor net concrete spraying support and the like. When the underground water of the deep foundation pit is abundant and the geological conditions are complex, the safety of excavation equipment and personnel can not be met by adopting the conventional method.
The patent with publication number CN 111705809 a discloses a deep foundation pit construction structure and a deep foundation pit construction method, wherein the deep foundation pit construction structure comprises a retaining wall which is arranged on the side wall of a foundation pit and is surrounded by upright posts, the lower ends of the upright posts are inserted below the bottom surface of the foundation pit, a reinforcing pile is arranged on the ground outside the foundation pit, and the upper ends of the retaining wall are connected with the reinforcing pile through connecting steel cables. The deep foundation pit construction structure is not suitable for foundation pit excavation under the geological condition of loose rock soil.
The patent with publication number CN 111058455 a discloses a deep foundation pit supporting structure and a deep foundation pit construction method, wherein the deep foundation pit supporting structure comprises a first steel diagonal brace and a second steel diagonal brace, and the first steel diagonal brace and the second steel diagonal brace are successively and respectively installed on an underground second floor and an underground first floor of a first foundation pit in the support changing construction process. When the deep foundation pit is constructed, the second foundation pit of the deep foundation pit can be excavated by using the deep foundation pit supporting structure when the construction of the underground second floor is completed from the second foundation pit to the first foundation pit in advance, so that the influence of the space-time effect of foundation pit engineering on built buildings, pipelines, adjacent subways and the like in the surrounding environment is prevented. The deep foundation pit supporting structure is suitable for the partition construction of deep and large foundation pits within the range of a subway and light rail protection area, and is used for supporting the foundation pits under the conditions of clay and high underground water level.
Disclosure of Invention
The invention provides a deep foundation pit construction method under a complex geological condition, which solves the problem that the existing foundation pit supporting method is unsafe when being used for construction under the complex geological condition.
The technical scheme adopted by the invention for solving the technical problems is as follows: the deep foundation pit construction method under the complex geological condition is used for the vertical excavation construction of the deep foundation pit under the geological condition of high water level, wherein the surface layer is backfilled soil, the middle layer is silt clay, and the lower layer is stroke rock, and the method comprises the following steps:
and S1, excavating a drainage ditch around the excavation area of the deep foundation pit, and draining surface water.
S2, constructing the single-row steel pipe pile along the excavation boundary of the deep foundation pit, exposing the upper end of the steel pipe pile to the ground, and enabling the lower end of the steel pipe pile to be located below the maximum design excavation depth.
Further, the method comprises the following steps: in step S2, drilling along with the pipe along the excavation boundary of the deep foundation pit, installing the steel pipe after hole forming, pulling out the sleeve, and finally injecting cement mortar into the steel pipe to form the steel pipe pile.
Specifically, the method comprises the following steps: in step S2, the steel pipes are seamless steel pipes, the thickness of each seamless steel pipe is 5mm, the outer diameter of each seamless steel pipe is 110mm, the distance between two adjacent steel pipes is 0.4m, the outer diameter of each sleeve is 146mm, and the upper end of each steel pipe pile is exposed out of the ground by 0.4 m.
And S3, connecting the parts of the steel pipe piles exposed out of the ground through cross bars.
Specifically, the method comprises the following steps: in step S3, the cross bar is an i-steel or channel steel, and the cross bar is welded to one side of the steel pipe pile near the deep foundation pit.
And S4, constructing an anchorage outside the excavation range of the deep foundation pit or selecting other fixed objects as anchorage points.
Specifically, the method comprises the following steps: in the step S4, the anchor is a reinforced concrete structure, the connecting member is embedded in the reinforced concrete structure, and the upper end of the connecting member penetrates out of the top surface of the reinforced concrete structure.
And S5, tensioning the cross bar and the anchoring points.
Specifically, the method comprises the following steps: in step S5, the crossbars and the anchoring points are tensioned by steel cables, the distance between adjacent steel cables is 3m, the distance between the crossbars and the anchoring points is at least 5m, and the directions of the steel cables are perpendicular to the direction of the crossbars.
And S6, dewatering the deep foundation pit excavation area.
S7, excavating deep foundation pits in a layered mode, and after excavating a layer, fixedly mounting a waist beam on the steel pipe pile; constructing anchor pipes, wherein the anchor pipes are obliquely and downwards arranged, and the exposed ends of the anchor pipes are fixedly connected with the steel pipe piles or the waist beams; binding reinforcing mesh sheets on one sides of the steel pipe piles and the waist beams, which are positioned in the deep foundation pit, erecting a template and reinforcing; and finally, pouring concrete to obtain the concrete retaining wall.
Specifically, the method comprises the following steps: in step S7, the depth of the layered excavation is 1.5 m; the waist beam is a channel steel and is welded and fixed on the steel pipe pile; the anchor pipes are seamless steel pipes with the wall thickness of 4mm and the outer diameter of 89mm, the included angle between each anchor pipe and a vertical line is 47 degrees, the distance between every two adjacent anchor pipes is 1.5m, the exposed length of each anchor pipe is 0.2m, and the anchor pipes are welded with the waist beam; the concrete retaining wall is C20 concrete with the thickness of 0.2 m.
And S8, repeating the steps S6 and S7 until the maximum design excavation depth is reached.
Further, the method comprises the following steps: in step S8, the maximum designed excavation depth of the deep foundation pit is located in the muddy clay layer, and after the excavation reaches the maximum designed excavation depth, a replacement layer is further provided at the bottom of the deep foundation pit.
Specifically, the method comprises the following steps: the material of the backfill layer is cave slag with the thickness of 1.0 m.
The invention has the beneficial effects that: the construction method of the deep foundation pit under the complex geological condition is simple and easy to implement, the construction process is reliable to control, the requirements on the construction technical level and the technical difficulty are not high, and the method is easy to master; meanwhile, the construction method has simple steps, is convenient for construction and reduces investment; and moreover, the excavation safety can be effectively ensured, the excavation stability of the deep foundation pit is ensured, the construction progress is accelerated, and the construction technical problem of excavation under the complex geological condition is solved.
And in the step S2, performing pipe following drilling along the excavation boundary of the deep foundation pit to adapt to the characteristic feature of loose backfill soil. Step S3, arranging a cross bar, welding the cross bar to one side of the steel pipe pile close to the deep foundation pit, and facilitating construction; the cross rod and the anchoring point are tensioned through a rope, the stability of the upper part of the steel pipe pile is ensured, and instability after excavation is avoided. And step S7, adopting a layered excavation mode, and supporting to prevent underground water from extending into the excavated deep foundation pit and ensure safety.
Drawings
FIG. 1 is a schematic cross-sectional view of an embodiment of the deep foundation pit construction method under complex geological conditions.
Reference numerals: the concrete wall comprises a surface layer 1, a middle layer 2, a lower layer 3, a steel pipe pile 4, a cross rod 5, an anchorage 6, a waist beam 7, an anchor pipe 8, a concrete retaining wall 9 and a replacement and filling layer 10.
Detailed Description
The invention will be further explained with reference to the drawings.
The newly-built accident pool is arranged at the exit of the tunnel No. 4 and beside the WK18 position of the tailing pipe, the excavation length of the accident pool is 39m, the excavation width of the accident pool is 21.5m, the excavation of earth and stone is deeper, and the bottom elevation is-6.2 m. The accident pool does not have slope-releasing excavation conditions, so that the accident pool is excavated vertically. And all the drill holes in the accident pool area of the proposed field are exposed to underground water, and the underground water level is 0-0.97 m. The surface layer is backfilled soil with a thickness of 3.5m, is yellow brown, loose, sandy soil, and contains gravels and stones. The middle layer is made of silt clay with the thickness of 7.7m, is gray brown, can be shaped to soft, has fishy smell and contains a small amount of fragments locally. The lower layer is the middle stroke fossil rock, in particular the (strong) middle stroke fossil granite, the thickness is 5.27m, the main mineral components are feldspar, quartz and a small amount of mica, and the structure are basically damaged. The maximum design excavation depth of the accident pool is 6.2m, the periphery of the accident pool is not allowed to be excavated by slope release, and vertical excavation is adopted.
The invention relates to a deep foundation pit construction method under complex geological conditions, which is used for vertical excavation construction of a deep foundation pit under geological conditions of a high water level, wherein the surface layer 1 is backfilled soil, the middle layer 2 is silt clay, and the lower layer 3 is stroke rock, and comprises the following steps:
and S1, excavating a drainage ditch around the excavation area of the deep foundation pit, and draining surface water. For example, a drainage ditch of 0.3m × 0.3m is dug around the deep foundation pit to intercept and drain the collected water on the ground surface.
S2, constructing the single-row steel pipe piles 4 along the excavation boundary of the deep foundation pit, exposing the upper ends of the steel pipe piles 4 to the ground, and enabling the lower ends of the steel pipe piles 4 to be located below the maximum design excavation depth.
Because the backfill soil of the surface layer 1 is loose, a 90A guiding drilling machine is firstly used for drilling along with a pipe along the excavation boundary of the deep foundation pit, a steel pipe is installed after hole forming, then the sleeve is pulled out, and finally cement mortar is injected into the steel pipe to form the steel pipe pile 4. The steel pipe is Q235 seamless steel pipe, and the thickness of seamless steel pipe is 5mm, and the external diameter is 110mm, and the interval between two adjacent steel pipes is 0.4 m. The upper end of the steel pipe pile 4 is exposed out of the ground by 0.4m, the lower end of the steel pipe pile 4 enters the bearing layer by 2.5m, and the total length of a single steel pipe is 13.7 m. The outer diameter of the sleeve was 146 mm. After the steel pipe 4 is installed, the sleeve is pulled out, 1:2 cement mortar is injected into the steel pipe 4, the grouting pressure is 0.5-1.0 MPa, and the overall strength of the steel pipe 4 is enhanced. The steel pipe piles 4 are arranged in rows along the excavation boundary of the deep foundation pit.
And S3, connecting the parts of the steel pipe piles 4 exposed out of the ground through the cross bars 5. The cross bars 5 connect the upper ends of the steel pipe piles 4 into a whole. The cross rod 5 can be made of H-shaped steel, channel steel or other shaped steel, and the cross rod 5 can be welded and fixed on one side of the steel pipe pile 4 close to the deep foundation pit. For example, the cross bar 5 is 22a # i-steel.
S4, constructing an anchorage 6 outside the excavation range of the deep foundation pit or selecting other fixed objects as anchorage points.
If other fixtures capable of bearing horizontal stress exist on the construction site, the fixtures are selected as anchoring points. Or, the anchorage 6 is directly constructed outside the excavation area of the deep foundation pit. In order to avoid the influence of the anchor 6 on the excavation construction of the deep foundation pit, the distance between the anchor 6 and the steel pipe pile 4 is at least 5m, for example, the distance between the anchor 6 and the steel pipe pile 4 is 10m or more. The anchor 6 is reinforced concrete structure, and the inside pre-buried connecting piece of reinforced concrete structure, for example, the connecting piece is 22a # channel-section steel, and the top surface of reinforced concrete structure is worn out and the structure of being convenient for connect is formed to the upper end of connecting piece, for example sets up the connecting hole.
S5, tensioning the cross bar 5 and the anchoring point. The cross bar 5 and the anchoring points may be connected by flexible or rigid connectors. For example, the cross bar 5 and the anchoring point are tensioned by means of steel cords, the distance between adjacent steel cords is 3m, the distance between the cross bar 5 and the anchoring point is at least 5m, and the direction of the steel cords and the direction of the cross bar 5 are preferably perpendicular to each other.
And S6, dewatering the deep foundation pit excavation area. For example, two dewatering wells with the length, width and height of 6m.0 × 6.0 × 2.5m are excavated, and 7.5KW water pumps and pipelines are installed to lower underground water.
S7, excavating the deep foundation pit in layers, and after excavating one layer, fixedly mounting a waist beam 7 on the steel pipe pile 4 to further fix the steel pipe pile 4 into a whole; constructing an anchor pipe 8, wherein the anchor pipe 8 is obliquely and downwards arranged, the exposed end of the anchor pipe 8 is fixedly connected with the steel pipe pile 4 or the waist beam 7, and the anchor pipe 8 is connected with the steel pipe pile 4 and the waist beam 7, so that the steel pipe pile 4 is more stable; binding reinforcing mesh sheets at one sides of the steel pipe piles 4 and the waist beams 7 positioned in the deep foundation pit, erecting and reinforcing the template; finally, concrete is poured to obtain the concrete retaining wall 9. The concrete retaining wall 9 has the functions of supporting, fixing and waterproofing.
Specifically, the depth of the layered excavation is 1.5 m. The wale 7 is a 14a channel steel, and the wale 7 is welded and fixed on the steel pipe pile 4. The anchor pipe 8 is a seamless steel pipe with the wall thickness of 4mm and the outer diameter of 89mm, the free section length of the anchor pipe 8 is 14m, the anchoring section length is 6.2m, and the free section length and the anchoring section length enter the bearing layer. The anchor pipes 8 are drilled by a 40 geological drilling machine, the included angle between each anchor pipe 8 and a vertical line is 47 degrees, and the distance between every two adjacent anchor pipes 8 is 1.5 m. The exposed length of the anchor pipe 8 is 0.2m and is welded with the wale 7. When the steel pipe pile 4 and the waist rail 7 are arranged on one side inside the deep foundation pit, the phi 16 threaded steel bars are bound firstly, the transverse distance is 0.4m, and the phi 8 steel mesh is bound after the threaded steel bars are connected with the anchor pipe 8. And finally, constructing to form a concrete retaining wall 9, wherein the concrete retaining wall 9 can be formed by pouring or spraying concrete, and the concrete retaining wall 9 is C20 concrete and has the thickness of 0.2 m.
And S8, repeating the steps S6 and S7 until the maximum design excavation depth is reached.
In the implementation, the maximum designed excavation depth of the deep foundation pit is located in a silt clay layer, and the accident pool needs to consider the influence of water level rising and buoyancy on the accident pool, so that a replacement and filling layer 10 is further arranged at the bottom of the deep foundation pit, the replacement and filling layer 10 is made of underground slag, and the thickness of the replacement and filling layer is 1.0 m.
Claims (9)
1. A deep foundation pit construction method under a complex geological condition is used for vertical excavation construction of a deep foundation pit under the geological condition that a surface layer (1) is backfilled soil, a middle layer (2) is silt clay, a lower layer (3) is middle stroke rock and a high water level, and is characterized in that: the method comprises the following steps:
s1, excavating a drainage ditch around the excavation area of the deep foundation pit, and discharging surface water;
s2, constructing a single-row steel pipe pile (4) along the excavation boundary of the deep foundation pit, wherein the upper end of the steel pipe pile (4) is exposed out of the ground, and the lower end of the steel pipe pile (4) is positioned below the maximum designed excavation depth;
s3, connecting the parts of the steel pipe piles (4) exposed out of the ground through cross bars (5);
s4, constructing an anchorage (6) outside the excavation range of the deep foundation pit or selecting other fixtures as anchorage points;
s5, tensioning the cross bar (5) and the anchoring points;
s6, dewatering the excavation area of the deep foundation pit;
s7, excavating the deep foundation pit in layers, and fixedly mounting a waist beam (7) on the steel pipe pile (4) after excavating a layer; constructing an anchor pipe (8), wherein the anchor pipe (8) is obliquely and downwards arranged, and the exposed end of the anchor pipe (8) is fixedly connected with the steel pipe pile (4) or the waist beam (7); binding reinforcing mesh sheets on one sides of the steel pipe piles (4) and the waist beams (7) positioned in the deep foundation pit, erecting and reinforcing the template; finally, pouring concrete to obtain a concrete retaining wall (9);
and S8, repeating the steps S6 and S7 until the maximum design excavation depth is reached.
2. The deep foundation pit construction method under the complex geological condition according to claim 1, characterized in that: and step S2, drilling along the pipe along the excavation boundary of the deep foundation pit, installing the steel pipe after hole forming, pulling out the sleeve, and finally injecting cement mortar into the steel pipe to form the steel pipe pile (4).
3. The deep foundation pit construction method under the complex geological condition as set forth in claim 2, wherein: in step S2, the steel pipes are seamless steel pipes, the thickness of each seamless steel pipe is 5mm, the outer diameter of each seamless steel pipe is 110mm, the distance between two adjacent steel pipes is 0.4m, the outer diameter of each sleeve is 146mm, and the upper end of each steel pipe pile (4) is exposed out of the ground by 0.4 m.
4. The deep foundation pit construction method under the complex geological condition according to claim 1, characterized in that: in the step S3, the cross rod (5) is made of I-steel or channel steel, and the cross rod (5) is welded to one side, close to the deep foundation pit, of the steel pipe pile (4).
5. The deep foundation pit construction method under the complex geological condition according to claim 1, characterized in that: in the step S4, the anchor (6) is of a reinforced concrete structure, a connecting piece is embedded in the reinforced concrete structure, and the upper end of the connecting piece penetrates out of the top surface of the reinforced concrete structure.
6. The deep foundation pit construction method under the complex geological condition according to claim 1, characterized in that: in step S5, the cross bar (5) and the anchoring points are tensioned through the steel ropes (8), the distance between the adjacent steel ropes (8) is 3m, the distance between the cross bar (5) and the anchoring points is at least 5m, and the direction of the steel ropes (8) is perpendicular to the direction of the cross bar (5).
7. The deep foundation pit construction method under the complex geological condition according to any one of claims 1 to 6, characterized by comprising the following steps: in step S7, the depth of the layered excavation is 1.5 m; the waist beam (7) is a channel steel, and the waist beam (7) is welded and fixed on the steel pipe pile (4); the anchor pipes (8) are seamless steel pipes with the wall thickness of 4mm and the outer diameter of 89mm, the included angle between each anchor pipe (8) and a vertical line is 47 degrees, the distance between every two adjacent anchor pipes (8) is 1.5m, the exposed length of each anchor pipe (8) is 0.2m, and the anchor pipes are welded with the waist beam (7); the concrete retaining wall (9) is made of C20 concrete and has a thickness of 0.2 m.
8. The deep foundation pit construction method under the complex geological condition according to any one of claims 1 to 6, characterized by comprising the following steps: in the step S8, the maximum designed excavation depth of the deep foundation pit is located in the muddy clay layer, and after the excavation reaches the maximum designed excavation depth, a replacement and filling layer (10) is further arranged at the bottom of the deep foundation pit.
9. The deep foundation pit construction method under the complex geological condition according to claim 8, characterized in that: the material of the backfill layer (10) is underground slag with the thickness of 1.0 m.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115341542A (en) * | 2022-09-08 | 2022-11-15 | 中建八局第二建设有限公司 | Breaking hammer with annular clamp and construction method for supporting steel pipe in pit area in deep foundation pit |
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