CN118814819B - A construction method for reducing excavation settlement - Google Patents
A construction method for reducing excavation settlement Download PDFInfo
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- CN118814819B CN118814819B CN202411212013.5A CN202411212013A CN118814819B CN 118814819 B CN118814819 B CN 118814819B CN 202411212013 A CN202411212013 A CN 202411212013A CN 118814819 B CN118814819 B CN 118814819B
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- grouting
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- pressure
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 17
- 238000010276 construction Methods 0.000 title claims abstract description 17
- 239000002689 soil Substances 0.000 claims abstract description 35
- 239000002002 slurry Substances 0.000 claims abstract description 31
- 238000005553 drilling Methods 0.000 claims abstract description 6
- 238000010992 reflux Methods 0.000 claims description 11
- 238000005192 partition Methods 0.000 claims description 5
- 238000007789 sealing Methods 0.000 abstract description 3
- 239000011440 grout Substances 0.000 description 14
- 230000000694 effects Effects 0.000 description 11
- 238000000926 separation method Methods 0.000 description 9
- 238000004873 anchoring Methods 0.000 description 8
- 238000000034 method Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 3
- 238000007711 solidification Methods 0.000 description 3
- 230000008023 solidification Effects 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000007480 spreading Effects 0.000 description 2
- 238000003892 spreading Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
-
- 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
-
- 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
- E02D5/80—Ground anchors
- E02D5/808—Ground anchors anchored by using exclusively a bonding material
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
本发明涉及土体改良领域，公开了一种减少开挖沉降量的施工方法，包括以下步骤：步骤一、在基坑周围靠近已建构筑物一侧施工围护桩；步骤二、开挖基坑，在围护桩上部钻第i个水平锚孔，水平锚孔由上至下依次设置，在第i个水平锚孔内插入中空锚杆，中空锚杆端部设有压浆件，压浆件上开有注浆孔；步骤三、封住锚孔，预留注浆管，通过注浆管从中空锚杆和水平锚孔侧壁之间进行首次注浆；步骤四、待首次注浆的浆液凝固后，从中空锚杆内进行压力注浆，直至浆液压力达到设计压力；步骤五、重复步骤二‑步骤四，直至完成i个中空锚杆的施工，以减小已建构筑物的沉降。
The invention relates to the field of soil improvement, and discloses a construction method for reducing excavation settlement, comprising the following steps: step 1, constructing retaining piles around a foundation pit near one side of an existing structure; step 2, excavating a foundation pit, drilling an i-th horizontal anchor hole on the upper part of the retaining pile, the horizontal anchor holes are arranged in sequence from top to bottom, and a hollow anchor rod is inserted into the i-th horizontal anchor hole, a grouting piece is provided at the end of the hollow anchor rod, and a grouting hole is opened on the grouting piece; step 3, sealing the anchor hole, reserving a grouting pipe, and performing the first grouting between the hollow anchor rod and the side wall of the horizontal anchor hole through the grouting pipe; step 4, after the slurry of the first grouting is solidified, pressure grouting is performed from the hollow anchor rod until the slurry pressure reaches the design pressure; step 5, repeating steps 2-4 until the construction of i hollow anchor rods is completed, so as to reduce the settlement of the existing structure.
Description
Technical Field
The invention relates to the field of excavation, in particular to a construction method for reducing excavation settlement.
Background
The deep foundation pit has the characteristics of wide excavation range, large depth and the like, and can often cause overlarge settlement of surrounding buildings in the excavation process, so that the safety accidents such as inclination, damage, collapse and the like of the buildings are caused. At present, the traditional method is to arrange guard piles between the foundation pit support structure and the building, so that the deformation partition effect is achieved, and the method has a good effect when the stratum condition outside the pit is a soil layer.
However, the foundation pit excavation itself can cause the change of rock-soil stress structure, and for some soil bodies with higher water content, the soil bodies on the side surfaces of the existing structures are disturbed in the construction process of the guard piles, so that the single side of the built structures is inclined, the single side of the built structures is settled, and the safety accidents are further caused.
Disclosure of Invention
The invention aims to provide a construction method for reducing the excavation settlement amount and the settlement of a built structure.
In order to achieve the aim, the invention adopts the following technical scheme that the construction method for reducing the excavation settlement comprises the following steps:
step one, constructing a guard pile at one side, close to a built structure, of the periphery of a foundation pit;
step two, excavating a foundation pit, namely drilling an ith horizontal anchor hole in the upper part of the guard pile, wherein the horizontal anchor holes are sequentially arranged from top to bottom, inserting a hollow anchor rod into the ith horizontal anchor hole, arranging a grouting piece at the end part of the hollow anchor rod, and arranging a grouting hole on the grouting piece;
step three, sealing the anchor hole, reserving a grouting pipe, and grouting for the first time between the hollow anchor rod and the side wall of the horizontal anchor hole through the grouting pipe;
fourthly, performing pressure grouting in the hollow anchor rod after the grout subjected to primary grouting is solidified until the pressure of the grout reaches the design pressure;
and fifthly, repeating the second step and the fourth step until the construction of the i hollow anchor rods is completed.
The beneficial effect of this scheme is:
1. In the prior art, the anchor rods on the fender piles generally have the function of providing tension force for the fender piles to prevent the fender piles from overturning, so that the setting direction of the anchor rods is generally inclined downwards, and the anchor rods penetrate into bedrock to find out an acting point;
The central control anchor rod in the scheme is mainly used for reinforcing the strength of soil around a built structure in a grouting mode and reducing disturbance of foundation pit excavation on the soil around the built structure so as to reduce settlement of the built structure, wherein i is the total number of horizontal anchor holes arranged on the fender post, and the first horizontal anchor hole is arranged at the uppermost part.
2. Through the horizontal arrangement of the hollow anchor rod, grouting slurry can be quickly close to the built structure, so that soil body at the end part of the hollow anchor rod is combined with the slurry, the soil body strength is enhanced, and the built structure is prevented from settling.
3. A plurality of grouting holes are usually formed in different positions of the existing hollow anchor rod so that grout can enter soil from each position of the hollow anchor rod to be combined and reinforced, and therefore the connection strength of the hollow anchor rod and the soil is reinforced;
In general, as the grouting position is at the position of the opening of the anchor hole, the closer to the anchor hole, the larger the grout pressure is, the larger the scope of the grout spreading in the soil body is, the farther away from the anchor hole, the more the grout pressure is released, and the smaller the scope of the grout spreading in the soil body is, therefore, the different positions of the hollow anchor rod in the scheme are not provided with a plurality of grouting holes, and the grouting holes are only arranged at the end parts of the central control anchor rod, so that the position of the grout injected into the anchor hole is changed into the position closest to the end parts of the hollow anchor rod, namely the position closest to the built structure, the grout preferentially spreads in the area and is combined and strengthened with the soil body, and then the grout flows back through the space between the central control anchor rod and the side wall of the anchor hole, and finally fills all the space.
4. After the first grouting, the slurry is solidified and reaches a certain strength to form solidified slurry, and a plurality of tiny gaps are formed around the hollow anchor rod due to shrinkage of the slurry. These gaps, if left untreated, may affect the securing effect and load carrying capacity of the hollow bolt. At the moment, the second pressure grouting is carried out, so that gaps can be effectively filled, the binding force between the anchor rod and surrounding media is improved, meanwhile, the pressure grouting has almost no strength at first, but under the pressure of the pressure grouting, the solidification grouting is driven to diffuse in soil, the solidification grouting can squeeze and disturb the soil, the range of the pressure grouting which diffuses farther is matched, the reinforced soil range is enlarged, the reinforcing effect is improved, and the sedimentation of the built structure is reduced.
Further, the grouting piece is in clearance fit with the side wall of the horizontal anchor hole.
Further, the grouting piece is an oval hollow sphere, the grouting piece comprises a backflow part, a separation part and a front end part, the backflow part is connected with the hollow anchor rod, the outer surface of the backflow part faces the guard pile, the radius of the section of the separation part is larger than that of the hollow anchor rod, the separation part and the side wall of the horizontal anchor hole are in clearance fit, the outer surface of the front end part faces the deep soil layer, the grouting hole comprises a backflow grouting hole and an end grouting hole, the backflow grouting hole is formed in the backflow part, and the end grouting hole is formed in the front end part.
Further, the aperture of the backflow grouting holes is smaller than 5mm.
Further, the circumferential gap between the grouting piece and the horizontal anchor hole is smaller than 6mm.
Further, in the second step, when the horizontal anchor hole drills to the bedrock position or the edge of the built structure, the drilling is stopped, and the calculation formula of the length of the horizontal anchor hole is as follows:
Li≤Di;
Li≥L(i+1);
when D (i+1) > Li- Δhi/tan θ, L (i+1) =li- Δhi/tan θ;
li-length of the ith horizontal anchor hole from top to bottom;
the horizontal distance from the inlet end of Di-ith horizontal anchor hole to bedrock;
the difference in height between the Delhi-ith horizontal anchor hole and the (i+1) th horizontal anchor hole;
Angle of theta-sliding surface to horizontal.
Further, in the second step, a margin is reserved between the end part of the central control anchor rod and the bottom of the anchor hole;
in the third step, the first grouting is carried out at the pressure of 0.3-0.5mpa, and the flow rate of the slurry which cannot pass through the reflow grouting holes or the reflow grouting holes under the pressure of the first grouting is smaller than the design flow rate;
And step four, pushing the end part of the hollow anchor rod to the bottom of the anchor hole after the strength of the slurry for the first grouting reaches more than 5mpa, then performing pressure grouting, wherein the design pressure is 4-5mpa, and the slurry passes through the reflow grouting hole and the end part grouting hole under the pressure of the pressure grouting, so that the pressure is stabilized for more than 2 minutes after the design pressure is reached.
Further, the lower part of the guard pile is provided with a plurality of pre-stressed anchor cables from top to bottom, and the inclination angles of the pre-stressed anchor cables are sequentially increased from top to bottom.
The scheme has the following effects:
1. In the scheme, the aperture of the reflow grouting hole is controlled to ensure that the flow rate of the slurry which cannot pass through the reflow grouting hole or the reflow grouting hole under the pressure of primary grouting is smaller than the design flow rate;
Under the designed flow, when the primary grouting is finished, the slurry cannot fill the inside of the grouting piece, namely, when the pressure grouting is carried out, the slurry can sequentially pass through the central control anchor rod, the grouting piece and the end grouting hole;
and then, injecting the slurry into the bottom of the anchor hole directly through pressure grouting, and diffusing the slurry at the bottom of the anchor hole and combining the slurry with the soil body.
Specifically, the separation part of the grouting piece is in clearance fit with the side wall of the anchor hole, and hole slag in the anchor hole is filled in the clearance in the process that the grouting piece enters the anchor hole, so that slurry is difficult to flow back from the clearance between the separation part and the side wall of the anchor hole, and the space between the hollow anchor rod and the side wall of the anchor hole is filled with slurry when grouting is performed for the first time, so that the difficulty of flowing back of the slurry from the space between the hollow anchor rod and the side wall of the anchor hole is further increased.
Therefore, the slurry at the bottom of the anchor hole can only diffuse into the soil at one side of the built structure under the action of pressure, thereby strengthening the soil around the built structure and preventing the built structure from settling.
2. The core aim of this scheme is to carry out the slip casting to the soil body near built structure and strengthen, consequently the diffusion effect that slip casting position is located in the soil body is much higher than in the diffusion effect of rock, consequently, horizontal anchor hole bores to bedrock position, need stop to creep into to guarantee the slip casting effect.
3. The end parts of the hollow anchor rods with different heights are connected into a grouting central line for representing the grouting range and area, the soil body is deformed along the sliding surface, the inclination angle of the grouting central line is larger than that of the sliding surface, and the soil body on the upper side and the lower side of the sliding surface can be reinforced through grouting, so that the integrity and the strength of the soil body are improved, and the soil body deformation is effectively reduced.
4. In order to prevent the slurry in the primary grouting from completely blocking the reflow grouting holes, the slurry cannot pass through the reflow grouting holes during pressure grouting, and the effect of expanding the grouting range of the secondary grouting cannot be achieved by matching with the solidified slurry;
According to the scheme, before primary grouting, a margin is reserved between the end part of the central control anchor rod and the bottom of the anchor hole, and before pressure grouting, the end part of the hollow anchor rod is pushed to the bottom of the anchor hole, so that a return grouting hole is separated from solidification slurry, the return grouting hole is dredged, and the effect of expanding the grouting range of secondary grouting (pressure grouting) is achieved.
5. The prestressed anchor cable comprises a free section and an anchoring section, wherein the anchoring section is anchored into a hard stratum in rock soil, and one end of the free section, which is far away from the anchoring section, is a prestressed tensioning end. Because the two prestress of the same anchoring unit are arranged at the same height, the prestress tensioning ends are located at the same height, the larger the inclination angle difference of the two prestress anchor cables is, the farther the distance of the anchoring section is, the smaller the overlapping part of the anchoring ranges of the two prestress anchor cables is, the larger the total anchoring range of the two prestress anchor cables is, and the better the anchoring effect is.
Drawings
FIG. 1 is a flow chart of an embodiment;
FIG. 2 is a schematic view of a fender post structure according to an embodiment;
FIG. 3 is a schematic view of the hollow bolt end in step two of the embodiment;
FIG. 4 is a schematic view of the hollow bolt end in step three of the embodiment;
fig. 5 is a schematic view of the hollow bolt end in step four of the embodiment.
Detailed Description
The following is a further detailed description of the embodiments:
The reference numerals in the drawings of the specification comprise a built structure 1, a guard pile 2, a hollow anchor rod 3, a grouting piece 4, a backflow part 41, a partition part 42, a front end part 43, a backflow grouting hole 44, an end grouting hole 45, a prestressed anchor rope 5, solidified grout 6, a rock-soil dividing line 71 and a sliding surface 72.
Examples
The embodiment is basically shown as a figure 1, the construction method for reducing the excavation settlement is suitable for working conditions of a mountain city terrain and a built structure 1 near a foundation pit, the terrain comprises bedrock and soil body as shown in a figure 2, and a flow chart is shown as a figure 1 and comprises the following steps:
firstly, constructing a fender post 2 on one side, close to a built structure 1, of the periphery of a foundation pit;
And secondly, excavating a foundation pit, drilling an ith horizontal anchor hole (i=1, 2,3,4, 5) on the upper part of the fender post 2, wherein the horizontal anchor holes are sequentially arranged from top to bottom, i is the total number of the horizontal anchor holes arranged on the fender post 2, the first horizontal anchor hole is arranged at the uppermost part, the height difference between the horizontal anchor holes is delta h, and when the horizontal anchor holes are drilled to a bedrock position or the edge of a built structure 1, drilling is stopped, and in the embodiment, the edge of the built structure 1 is defined as a position 5 meters away from the basic edge of the built structure 1, and is usually calculated according to the plane drawing of the built structure 1 and the fender post 2.
The calculation formula of the length of the horizontal anchor hole is as follows:
Li≤Di;
Li≥L(i+1);
when D (i+1) > Li- Δhi/tan θ, L (i+1) =li- Δhi/tan θ;
li-length of the ith horizontal anchor hole from top to bottom;
the horizontal distance from the inlet end of Di-ith horizontal anchor hole to bedrock;
Δhi-the difference in height between the i-th horizontal anchor hole and the i+1th horizontal anchor hole, in this embodiment Δhi is equal to Δh;
the angle between the theta-horizontal plane and the sliding surface 72 shown in fig. 2 (the sliding body forms an interface with the parent body and slides down the same, called the sliding surface 72 when it moves);
The hollow anchor rod 3 is inserted into the horizontal anchor hole, as shown in fig. 3, the end part of the hollow anchor rod 3 is provided with a grouting piece 4, the grouting piece 4 is in clearance fit with the side wall of the horizontal anchor hole, the grouting piece 4 is an elliptical hollow sphere, the long diameter of the elliptical hollow sphere is horizontally arranged, the grouting piece 4 comprises a reflux part 41, a separation part 42 and a front end part 43 which are sequentially connected, wherein the separation part 42 is a part with the largest vertical height of the elliptical hollow sphere, the radius of the cross section of the separation part 42 is larger than that of the hollow anchor rod 3, the separation part 42 is in clearance fit with the side wall of the horizontal anchor hole, the circumferential clearance between the grouting piece 4 and the horizontal anchor hole is smaller than 6mm, in this embodiment, specifically 5mm, the reflux part 41 is connected and communicated with the hollow anchor rod 3, the outer surface of the reflux part 41 faces the fender pile 2, the outer surface of the front end part 43 faces the deep soil layer, the reflux grouting hole 44 comprises a reflux grouting hole 44 and an end grouting hole 45, the reflux grouting hole 44 is circumferentially opened on the reflux part 41, the aperture of 4mm, the end grouting hole 45 is circumferentially opened on the front end part 43, the allowance is left in the front end part 43, the allowance is 100mm, in this embodiment, the allowance is only shown as the actual numerical value is 100 mm;
Step three, sealing the anchor hole, reserving an inlet at the left end of the hollow anchor rod and a grouting pipe, as shown in fig. 4, performing primary grouting through the grouting pipe from the space between the hollow anchor rod 3 and the side wall of the horizontal anchor hole at a pressure of 0.3-0.5mpa, wherein the flow rate of the grout cannot pass through the backflow grouting hole 44 or the backflow grouting hole 44 under the primary grouting pressure is smaller than the design flow rate;
step four, after the slurry strength of the first grouting reaches more than 5mpa, pushing the end part of the hollow anchor rod 3 to the bottom of the anchor hole as shown in fig. 5, namely, changing the allowance left in the step two to zero, and separating the reflux part 41 of the grouting piece 4 from the solidified slurry 6 formed by the first grouting;
Then performing pressure grouting, wherein the design pressure is 4-5mpa, the grout passes through a backflow grouting hole 44 and an end grouting hole 45 under the pressure of the pressure grouting, and after the design pressure is reached, the pressure is stabilized for more than 2 minutes, and the pressure grouting is performed from the hollow anchor rod 3 until the grout pressure reaches the design pressure;
Step five, repeating the step two-step four until the construction of five hollow anchor rods 3 is completed;
step six, constructing a pre-stressed anchor cable 5 at the lower part of the fender post 2;
as shown in fig. 2, the lower part of the fender post 2 is provided with a plurality of pre-stress anchor cables 5 from top to bottom, the end parts of the pre-stress anchor cables 5 penetrate through a rock-soil dividing line 71 and enter bedrock, the left side of the rock-soil dividing line 71 is bedrock, the right side is soil body, and the inclination angles alpha of the pre-stress anchor cables 5 are sequentially increased from top to bottom.
The foregoing is merely exemplary of the present application, and specific technical solutions and/or features that are well known in the art have not been described in detail herein. It should be noted that, for those skilled in the art, several variations and modifications can be made without departing from the technical solution of the present application, and these should also be regarded as the protection scope of the present application, which does not affect the effect of the implementation of the present application and the practical applicability of the patent. The protection scope of the present application is subject to the content of the claims, and the description of the specific embodiments and the like in the specification can be used for explaining the content of the claims.
Claims (5)
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| CN202411212013.5A CN118814819B (en) | 2024-08-30 | 2024-08-30 | A construction method for reducing excavation settlement |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202411212013.5A CN118814819B (en) | 2024-08-30 | 2024-08-30 | A construction method for reducing excavation settlement |
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| CN118814819B true CN118814819B (en) | 2025-01-21 |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112900459A (en) * | 2021-01-27 | 2021-06-04 | 洛阳理工学院 | Composite reinforcement method for soft clay side slope |
| CN221346994U (en) * | 2023-11-27 | 2024-07-16 | 华能庆阳煤电有限责任公司核桃峪煤矿 | Special grout stop plug for mining grouting anchor rod |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19503122B4 (en) * | 1995-02-01 | 2004-07-22 | Ibi Anker Gmbh | injection anchor |
| CN106759376B (en) * | 2016-12-21 | 2018-11-30 | 大连交通大学 | For closing on the construction method of the Anchored Sheet Pile Wall for Excavation system of existing underground structure |
| CN114934518B (en) * | 2022-05-23 | 2024-04-26 | 甘肃建投建设有限公司 | A deep foundation pit reinforcement method combining backfilling, decompression and grouting |
| CN114837713B (en) * | 2022-06-13 | 2026-01-06 | 辽宁石油化工大学 | An expansion grout stopper for grouting anchor bolts and its application method |
| CN118166783B (en) * | 2024-02-02 | 2024-07-16 | 北京建工四建工程建设有限公司 | Construction method for active foundation reinforcement comprehensive support between new and old buildings |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112900459A (en) * | 2021-01-27 | 2021-06-04 | 洛阳理工学院 | Composite reinforcement method for soft clay side slope |
| CN221346994U (en) * | 2023-11-27 | 2024-07-16 | 华能庆阳煤电有限责任公司核桃峪煤矿 | Special grout stop plug for mining grouting anchor rod |
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