CN114687345A - Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall - Google Patents
Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall Download PDFInfo
- Publication number
- CN114687345A CN114687345A CN202210459961.3A CN202210459961A CN114687345A CN 114687345 A CN114687345 A CN 114687345A CN 202210459961 A CN202210459961 A CN 202210459961A CN 114687345 A CN114687345 A CN 114687345A
- Authority
- CN
- China
- Prior art keywords
- foundation pit
- grouting
- pipe
- horizontal
- construction
- 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.)
- Pending
Links
Images
Classifications
-
- 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
-
- 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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- 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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a method for repairing surface subsidence outside a foundation pit enclosure wall or deformation of an underground pipe, which comprises the following construction steps: a plurality of monitoring points are arranged on the outer surface of the foundation pit enclosure wall, and monitoring equipment is adopted to timely acquire the settlement value of the soil body on the outer surface of the foundation pit enclosure wall or the deformation settlement value of the underground pipe or the deformation horizontal movement value of the underground pipe when the foundation pit is excavated; determining the position and the direction of a construction hole on the foundation pit enclosure wall according to the height position, the transverse position and the horizontal or oblique direction of the construction hole to be repaired, which are obtained according to the monitoring value; drilling holes by a drilling machine, placing grouting pipes, anchor rods and a plurality of geotechnical cloth bags extending along the axial direction, and grouting to ensure that each geotechnical cloth bag is filled with cement slurry and solidified grouting forms a group of slurry bag to lift the soil body sinking from the ground surface outside the foundation pit or reset and deform the underground pipes. The method has the advantages that construction and grouting on the ground surface outside the foundation pit are omitted, the ground surface is lifted and restored, or the underground pipe is restored with strong pertinence, and the restoration or restoration effect is good.
Description
Technical Field
The invention relates to the technical field of foundation stabilization, in particular to a method for repairing surface subsidence or deformation of an underground pipe outside a foundation pit enclosure wall.
Background
In the development and construction process of the underground space in the soft soil area, the excavation process of soil in the foundation pit generally causes the displacement of a foundation pit enclosure wall or foundation pit enclosure structure such as an underground continuous wall or an enclosure wall formed by a waterproof curtain on the outer side and a supporting row pile on the inner side to the inner side of the foundation pit, and the displacement causes the deformation of the soil on the outer side of the foundation pit or foundation pit enclosure wall to the direction of the foundation pit enclosure wall and the deformation of ground surface settlement or various embedded underground pipes of municipal engineering. Especially, when the excavation treatment of the foundation pit is improper, the deformation of the foundation pit enclosure wall is overlarge, the foundation pit enclosure wall deforms towards the inside of the foundation pit to drive the surrounding soil body to deform towards the direction of the foundation pit enclosure wall, the ground surface settlement or the deformation of an underground pipe is caused, and even the road is cracked and collapsed.
The traditional treatment method is to adopt the measure of partition block excavation to carry out advanced control on surface settlement or underground pipeline deformation by increasing the depth of the foundation pit enclosure wall or increasing the rigidity of the support in the foundation pit, or reinforcing the bottom of the foundation pit enclosure wall, or adopting the measure of partition block excavation in the excavation process of the foundation pit. However, the reinforcing and protecting in this way are blindness, so that large investment and small profit are often made, and the phenomena of road cracking and collapse caused by surface subsidence or underground pipe deformation are still not effectively controlled, and the technical problem is not well solved.
And then technicians adopt a grouting method to repair surface subsidence or underground pipe deformation, if the surface subsidence repair is carried out on the ground outside the foundation pit by adopting vertical grouting or oblique grouting, and if the surface subsidence repair is carried out by adopting vertical grouting after a hole is drilled in the underground pipe, the underground pipe is repaired by adopting vertical grouting after the hole is drilled in the underground pipe. The grouting repair method for foundation pit external surface settlement or underground pipe deformation in the prior art still has the following defects: because from the earth's surface down vertical slip casting or slant slip casting, it is not strong to the lifting recovery of earth's surface or the restoration pertinence of the deformation of underground pipe, if it is not obvious to subside or the lifting effect of collapsing, the position that needs the lifting probably does not obtain the lifting, the position that does not need the lifting probably obtains the lifting again. If a hole is drilled in the underground pipe, the underground pipe is wounded, and the deformation of the underground pipe is complex, and the deformation is not necessarily right below the underground pipe. Therefore, the grouting repair, namely the recovery or restoration effect is not obvious, and the cement grout which does not play a role in recovery or restoration has a large proportion, so that the grout is wasted greatly, and the repair cost is overhigh. And because the grouting is operated on the ground surface needing to be repaired outside the foundation pit, traffic control is needed in the whole construction process, so that traffic is inconvenient, the construction space is limited, normal construction can be hindered, the original road surface and facilities of the ground surface can be damaged, the construction equipment vibrates on the ground surface needing to be repaired, and new ground surface settlement or deformation of the underground pipe can be generated.
Disclosure of Invention
The invention aims to solve the technical problem of providing a method for repairing the surface subsidence or the deformation of an underground pipe outside a foundation pit enclosure wall, which has strong pertinence on the lifting and recovery of the surface by grouting or the reset of the underground pipe without constructing on the surface outside the foundation pit and has good recovery or reset effect.
The technical scheme of the invention is to provide a method for repairing surface subsidence or underground pipe deformation outside a foundation pit enclosure wall, which comprises the following construction steps:
(1) pre-burying one or more rows of steel pipes on the underground continuous wall in the foundation pit enclosure wall according to the prediction and evaluation data, wherein each row is provided with a plurality of steel pipes, and each steel pipe is in a horizontal state or in an inclined state that the inner side of the foundation pit is higher than the outer side of the foundation pit and is lower than the outer side of the foundation pit;
(2) a plurality of monitoring points are arranged in a surface subsidence area or an underground pipe control area outside the foundation pit enclosure wall, the monitoring points are arranged along the radial direction and the latitudinal direction, and monitoring equipment is adopted to timely acquire a surface soil body subsidence value or an underground pipe deformation horizontal movement value outside the foundation pit enclosure wall during foundation pit excavation;
(3) determining the position and the direction of a construction hole on the foundation pit enclosure wall according to the height position to be repaired, the transverse position and the horizontal direction or the oblique direction obtained according to the monitoring value: selecting first construction holes in the underground continuous wall from pre-buried steel pipes, wherein the first construction holes are arranged in one or more rows, and each row is provided with a plurality of first construction holes; a second construction hole of the enclosure wall formed by the waterproof curtain on the outer side and the supporting row piles on the inner side is selected and marked on soil bodies in gaps between the supporting piles adjacent to the supporting row piles, the second construction holes are arranged in one row or multiple rows, each row is multiple, and the second construction holes are in a horizontal state or in an inclined state that the inner side of the foundation pit is higher than the outer side of the foundation pit and is lower than the outer side of the foundation pit;
(4) determining the length of the geotextile bags, the length of an anchor rod sleeved in the geotextile bags, the length of a grouting pipe and the diameter of each geotextile bag in a plurality of geotextile bags formed by binding according to the depth of the holes to be drilled, the height of the soil body to be lifted or the distance of the transverse movement, which are obtained by the monitoring value, wherein the grouting pipe is reserved with the length connected with a grouting pump, and each geotextile bag corresponds to one or more grouting holes;
(5) drilling a horizontal hole by using a drilling machine, placing a horizontal grouting pipe, a horizontal anchor rod and a plurality of geotechnical cloth bags extending along the axial direction, and grouting to ensure that each geotechnical cloth bag is filled with cement slurry and solidified grouting body forms a group of horizontal grouting bag to lift the sunken soil body on the ground surface outside the foundation pit or lift the deformed underground pipe, wherein the number of the horizontal grouting bags is multiple, and each group is multiple; or
Drilling an oblique hole by using a drilling machine, placing an oblique grouting pipe, an oblique anchor rod and a plurality of geotechnical cloth bags extending along the axial direction, and grouting to ensure that each geotechnical cloth bag is filled with cement slurry and solidified grouting forms a group of oblique slurry bag to lift the deformed underground pipe outside the foundation pit or transversely support the deformed underground pipe, wherein the oblique slurry bags are arranged in a plurality of rows, and each row is a plurality of groups;
(6) grouting to enable a first construction hole at the outer side end of the steel pipe to be plugged and solidified so as to facilitate water stopping, and cutting a grouting pipe in the steel pipe; or: and (3) plugging and solidifying a second construction hole in the soil body of the gap between the water-stop curtain and the adjacent support piles of the support row piles by grouting to facilitate water stop, and cutting a grouting pipe extending out of the inner side of the foundation pit of the second construction hole.
After the construction steps are adopted, the method for repairing the settlement of the surface of the outer side of the foundation pit enclosure wall or the deformation of the underground pipe has the following advantages:
because a plurality of monitoring points are arranged in the surface subsidence area outside the foundation pit enclosure wall or the underground pipe control area, the monitoring points are arranged along the radial direction and the latitudinal direction, and monitoring equipment is adopted to timely acquire the surface soil body subsidence value outside the foundation pit enclosure wall or the underground pipe deformation subsidence value or the underground pipe deformation horizontal movement value during foundation pit excavation. And the position and the trend of the construction hole on the foundation pit enclosure wall are determined according to the height, the transverse position and the horizontal or oblique trend which are obtained by the monitoring value and need to be repaired, if the first construction hole can be selected to be horizontal or oblique, the second construction hole can be drilled to be horizontal or oblique, and the length of the geotextile bag, the length of the anchor rod sleeved in the geotextile bag, the length of the grouting pipe and the diameter of each geotextile bag in the plurality of geotextile bags formed by binding are determined according to the depth of the hole which needs to be drilled, the height of the soil body which needs to be lifted or the distance which needs to be transversely moved which are obtained by the monitoring value. And a plurality of geotextile bags are bound on each horizontal grouting pipe or inclined grouting pipe in the horizontal hole of the soil body below the subsidence of the earth surface or the horizontal hole of the soil body below the deformed underground pipe, or the inclined hole of the soil body at the side part of the underground pipe or the inclined hole of the soil body below the underground pipe along the axial direction, and after being filled with cement slurry and solidified, the geotextile bags or the inclined grouting bags which lift the soil body to restore the subsidence earth surface or reset the underground deformed pipe are formed. The lifting restoration of ground settlement or cracking or the restoration pertinence of the underground pipe is strong, the lifting can be accurately determined, the underground pipe where needs to be lifted needs to be transversely supported and translated, horizontal anchor rods, horizontal grouting pipes, horizontal grouting bags or inclined anchor rods, inclined grouting pipes and inclined grouting bags are pertinently arranged below a settlement or sinking soil body or the side part and the lower part of the underground pipe, the lifting and restoration process of the deformed underground pipe cannot generate wounds on the underground pipe, and the deformed and restored underground pipe can be deformed and restored in two vector directions of vertical direction and horizontal direction. The surface subsidence or lifting recovery of sunken soil body or the lifting or transverse propping resetting effect of the deformation of the underground pipe is obvious. And because the slurry bag is adopted for lifting at fixed points, the geotechnical cloth bags wrap the slurry, the slurry is not diffused, the grouting quality is guaranteed, and the grouting amount can be estimated according to the total volume which can be filled by a plurality of geotechnical cloth bags formed by binding each grouting pipe on site, so that better grouting filling effects, namely lifting and resetting effects can be obtained, the consumption of the cement slurry is relatively small, and the repair cost is greatly reduced.
The construction is operated at the inner side of the excavated foundation pit by utilizing the construction hole, so that the soil body below the sunken earth surface outside the foundation pit or the soil body below the deformed underground pipe or the soil body at the side part of the deformed underground pipe is drilled, the anchor rod, the grouting pipe, the geotextile bag and the grouting bag are placed, the grouting and other operations are not needed, the operation on the earth surface needing to be repaired outside the foundation pit is not needed in the whole construction process, the ground traffic outside the foundation pit can be kept normal and unchanged during the construction period, the construction space is not limited, the normal and smooth operation of the repair construction can be ensured, the original road surface and facilities on the earth surface outside the foundation pit can not be damaged, and the construction equipment is constructed in the foundation pit, the vibration of the soil body outside the foundation pit is relatively small, and the new earth surface settlement or deformation of the underground pipe caused by the repair construction can not occur.
Further, in the step (1), the inner side of the foundation pit of each steel pipe is inwards protruded to the inner surface of the underground continuous wall, and a sealing cover is screwed at the inner side end of the foundation pit of the steel pipe before pre-burying and after grouting construction is completed; and plugging the outer side end of the foundation pit of each steel pipe by using a temporary plugging material before pre-burying. After the construction steps are adopted, the steel pipe used as the first construction hole can be embedded in the position which is possibly required to be lifted and reset according to construction experience or the monitoring and evaluation results of the soil body outside the underground continuous wall and the embedded underground pipe of municipal engineering, and the two ends of the steel pipe are plugged during embedding so as to avoid concrete blockage and steel pipe inner hole pollution during concrete pouring construction of the underground continuous wall. This construction step can guarantee that the construction of the first construction hole of pre-buried on the underground continuous wall is convenient operation, guarantees the restoration effect, and self sound construction is reliable, and it is all convenient to open first construction hole or the first construction hole of shutoff. After construction is finished, the construction method can be sealed to stop water and ensure the integrity and durability of the repaired structure constructed by the construction method.
Further, in the multiple rows of steel pipes in the step (1), two adjacent rows of steel pipes are staggered: the adjacent upper and lower rows of steel pipes are not on the same plumb line. After the construction steps are adopted, the good repairing effect can be ensured, and the weakening effect on the rigidity of the underground continuous wall, which is possibly generated by drilling holes on the underground continuous wall, can be reduced to the minimum.
Further, in the step (3), each row of construction holes is arranged on the foundation pit enclosure wall between the upper part and the lower part of the two rows of support enclosing beams. After the construction steps are adopted, the restoration of the settlement soil body on the surface of the outer side of the foundation pit or the restoration or repair of the deformed underground pipe is facilitated to be effectively matched with the excavation engineering construction in the foundation pit.
Further, in the step (5), restoration of the ground surface subsidence soil body outside the foundation pit or restoration of the deformed underground pipe is matched with excavation engineering in the foundation pit: and (3) after the excavation operation in the foundation pit is carried out to the excavation surface of the foundation pit below the foundation pit girth beam below the row of construction holes, pouring the reinforced concrete inner support of the foundation pit, suspending the excavation operation in the foundation pit at the moment, continuing excavating downwards after the reinforced concrete inner support of the foundation pit reaches the preset strength, and carrying out the construction in the step (5) at the position and at the time point. After the construction steps are adopted, the restoration of the subsided soil body on the outer surface of the foundation pit or the restoration of the deformed underground pipe can be effectively matched or well matched with the excavation engineering construction in the foundation pit, the excavation operation in the foundation pit needs to be carried out after the excavation operation is carried out to the excavation surface of the foundation pit under the girth beam of the foundation pit of one row of construction holes, the pouring operation of the reinforced concrete inner support of the foundation pit needs to be carried out, at the moment, the excavation operation in the foundation pit is suspended, the downward excavation is continued after the reinforced concrete inner support of the foundation pit reaches the preset strength, the restoration of the subsided soil body on the outer surface of the foundation pit or the restoration construction of the deformed underground pipe is carried out at the position and the time point, the construction period of the excavation of the foundation pit is not influenced, the grouting restoration construction space is larger, the construction conditions are more ideal, the construction operation is more convenient, and the construction is smoother.
Further, in the step (5), a plurality of horizontal grouting bags connected to one horizontal grouting pipe are positioned in horizontal holes of soil below the ground surface subsidence outside the foundation pit or horizontal holes of soil below the deformed underground pipe outside the foundation pit; the plurality of inclined grouting bags connected to one inclined grouting pipe are positioned in inclined holes of soil bodies on the lateral side of the deformed underground pipe on the outer side of the foundation pit or inclined holes of soil bodies below the deformed underground pipe on the outer side of the foundation pit. After the construction steps are adopted, the lifting repairing effect of the horizontal slurry bag at the subsidence position of the earth surface soil body and the lifting repairing effect of the horizontal slurry bag at the subsidence position of the soil body of the deformed underground pipe on the subsided soil body or the deformed underground pipe are better, the pertinence is stronger, and harmony and unification of lifting repairing and cement paste material saving are realized. The inclined slurry bag located at the soil body sinking position of the deformed underground pipe or the soil body on the side part of the deformed underground pipe has better effect of lifting restoration or horizontal supporting translation restoration of the deformed and sunk part, has stronger pertinence, and achieves harmonious unification of lifting restoration, horizontal supporting translation restoration and cement slurry material saving.
Further, in the step (5), one end, far away from the foundation pit enclosure wall, of the horizontal anchor rod in the horizontal hole is fixed in the counter bore of the adjacent underground continuous wall, and the horizontal grouting pipe also extends into the counter bore to inject grouting into the counter bore for fixing. After the construction steps are adopted, the horizontal grouting pipe provided with the horizontal grouting bag can be fixed to the two ends of the anchor rod through the horizontal direction, so that the stretcher structure is formed, the horizontal grouting bag is kept in a horizontal state, and the soil body is lifted and reinforced better.
Drawings
Fig. 1 is a schematic view of a vertical cross-sectional structure of a restoration structure constructed by the restoration method of the present invention in a horizontal arrangement (it can be understood that a horizontal grouting pipe is parallel to a horizontal anchor rod and the horizontal anchor rod is shielded).
Fig. 2 is a schematic view showing the vertical arrangement of the first construction holes formed by the embedded steel pipes in the restoration structure constructed by the restoration method of the present invention on the underground continuous wall from the inside of the foundation pit.
Fig. 3 is a schematic vertical sectional structural view of an embedded steel pipe, a sealing cover at an inner end, and a sealing material at an outer end in a repair structure constructed by the repair method of the present invention (it can be understood that a horizontal grouting pipe is parallel to a horizontal anchor rod, and the horizontal anchor rod is shielded).
Fig. 4 is a schematic view of a vertical cross-sectional structure of a restoration structure constructed by the restoration method of the present invention in a horizontal and oblique crossing arrangement (it can be understood that a horizontal grouting pipe is parallel to a horizontal anchor rod and the horizontal anchor rod is shielded, and an oblique grouting pipe is parallel to an oblique anchor rod and the oblique anchor rod is shielded).
FIG. 5 is a schematic view of a vertical cross-sectional structure of a repair structure constructed by the repair method of the present invention in two rows in a horizontal arrangement when the repair structure is connected to an adjacent underground diaphragm wall (it can be understood that a horizontal grouting pipe is parallel to a horizontal anchor rod and the horizontal anchor rod is shielded, and a grouting material may be present in a counterbore).
Fig. 6 is a schematic structural view of the connection between the anchor rods and the adjacent underground continuous wall when one of the restoration structures constructed by the restoration method is arranged in the horizontal direction (it can be understood that the horizontal grouting pipes are parallel to the horizontal anchor rods and the horizontal grouting pipes are shielded).
FIG. 7 is a schematic view of the method for repairing a steel pipe in accordance with the present invention, wherein a drill is used to drill an inclined hole through an embedded steel pipe.
Fig. 8 is a schematic plan view of the arrangement of the monitoring points for surface subsidence or deformation of underground pipes outside the foundation pit in the repairing method of the present invention (seven transverse rectangles can be understood as a schematic view of a horizontal grouting bag or a schematic view of an oblique grouting bag).
Shown in the figure: 1. the outer ground surface, 2, a ground surface settlement curve, 3, an underground continuous wall, 4, a supporting gird, 5, a foundation pit reinforced concrete inner support, 6, a horizontal steel pipe, 7, a horizontal hole, 8, a geotextile bag, 9, a horizontal grouting pipe, 10, a binding tape, 11, a grouting body, 12, a horizontal grouting bag, 13, a sealing cover, 14, a basement bottom plate, 15, an anti-seepage sealing material, 16, a sealing gasket, 17, a deformed underground pipe, 18, an underground pipe, 19, an inclined hole, 20, an inclined grouting pipe, 21, an inclined grouting bag, 22, an inclined steel pipe, 23, an adjacent underground continuous wall, 24, a fixed end, 25, a counter bore, 26, a monitoring point, 27, a horizontal anchor rod, 28, a first construction hole, 29, a drill rod, 30, a drill rod clamp, 31, a drilling machine, 32 and a foundation pit excavation surface.
Detailed Description
The following further describes embodiments of the present invention with reference to the drawings. It is to be noted that the description of the embodiments is provided to aid understanding of the present invention, and is not intended to limit the present invention. In addition, the technical features involved in the respective embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
As shown in fig. 1, 2, 3, 4, 5, 6, 7 and 8.
The foundation pit enclosure wall in the prior art generally has two structures, namely an underground continuous wall 3, a waterproof curtain on the outer side and an enclosure wall formed by supporting row piles on the inner side (not shown in the figure).
The method for repairing the settlement of the outer side surface of the foundation pit enclosure wall or the deformation of the underground pipe is a method for repairing the settlement of the outer side surface of the foundation pit enclosure wall or the deformation of the underground pipe of the outer side of the foundation pit enclosure wall, and can also be called a method for repairing the settlement of the outer side surface of the foundation pit enclosure wall or the deformation of the underground pipe, and comprises the following construction steps:
(1) and pre-burying one or more rows of steel pipes on the underground continuous wall 3 in the foundation pit enclosure wall according to the prediction and evaluation data, wherein each row is provided with a plurality of steel pipes, and each steel pipe is in a horizontal state, namely, the steel pipe is horizontally arranged to the steel pipe 6 or is in an inclined state, namely, the steel pipe is inclined to the steel pipe 22, and the inclined state is high at the inner side of the foundation pit and low at the outer side of the foundation pit.
(2) And a plurality of monitoring points 26 are arranged in a settlement area of the earth surface 1 outside the foundation pit enclosure wall or a control area of the underground pipe 18, the monitoring points 26 are arranged along the radial direction and the latitudinal direction, and monitoring equipment is adopted to timely obtain a settlement value of the earth surface 1 outside the foundation pit enclosure wall or a deformation settlement value of the underground pipe 18 or a deformation horizontal movement value of the underground pipe 18 during foundation pit excavation.
The ground surface 1 on the outer side of the foundation pit enclosure wall is also called as the ground surface 1 on the outer side of the foundation pit. The soil mass of the ground surface 1 outside the foundation pit enclosure wall is the soil mass below the ground surface settlement curve 2 of the ground surface 1 outside the foundation pit enclosure wall. The underground pipe 18 is various pre-buried underground pipes 18 of municipal works. Underground pipe 18 may also be referred to as an underground conduit. The outer surface 1 is also called the outer ground. The foundation pit enclosure wall is also called a foundation pit enclosure structure.
(3) Determining the position and the trend of a construction hole on the foundation pit enclosure wall according to the height, the transverse position and the horizontal direction or the oblique trend which are required to be repaired and are obtained according to the monitoring value: the first construction hole 28 on the underground continuous wall 3 is selected from pre-buried steel pipes, and can be selected horizontally or obliquely. The first construction holes 28 are arranged in one or more rows, and each row is provided with a plurality of first construction holes. The second construction hole of the enclosure wall formed by the waterproof curtain on the outer side and the supporting row piles on the inner side is selected and marked on the soil body of the gap between the adjacent supporting piles of the supporting row piles, the second construction holes are one row or multiple rows, each row is multiple, the second construction holes are in a horizontal state, namely, the second construction holes are horizontal holes or in a slant state with the height of the inner side of the foundation pit and the height of the outer side of the foundation pit being low, namely, slant holes (the second construction holes on the soil body of the gaps of the waterproof curtain, the supporting row piles and the supporting piles and the soil body of the gaps are not shown). The horizontal or oblique direction may be referred to as the horizontal direction or the oblique direction. The construction hole in the enclosure wall of the foundation pit is generally positioned on the enclosure wall of the foundation pit above the horizontal position of the basement bottom plate 14 after the foundation pit is dug. The construction holes such as the first construction hole 28 or the second construction hole may be a single row, or may be multiple rows, such as two rows, three rows, or four rows. Each row is a plurality, such as several, dozens or dozens, etc.
(4) Determining the length of the geotextile bags 8, the length of an anchor rod sleeved in the geotextile bags 8, the length of a grouting pipe and the diameter of each geotextile bag 8 in a plurality of geotextile bags 8 formed by binding according to the depth of a hole to be drilled, the height of a soil body to be lifted or the distance of a transverse movement, wherein the grouting pipe is reserved with the length connected with a grouting pump (not shown in the figure), and each geotextile bag 8 corresponds to one or more grouting holes (not shown in the figure) in the grouting pipe. The anchors include horizontal anchors 27 and diagonal anchors (not shown). The grouting pipes comprise a horizontal grouting pipe 9 and an inclined grouting pipe 20.
(5) Drilling a horizontal hole 7 by using a drilling machine 31, arranging a horizontal grouting pipe 9, a horizontal anchor rod 27 and a plurality of geotechnical cloth bags 8 extending along the axial direction in the horizontal hole 7, grouting to ensure that each geotechnical cloth bag 8 is filled with cement slurry and solidified grouting body 11 forms a group of horizontal grouting bags 12 so as to lift the settled soil body or the subsided soil body or the lifting deformed underground pipe 17 on the ground surface 1 outside the foundation pit, wherein the horizontal grouting bags 12 are arranged in a plurality of rows, and each row is a plurality of groups. Or
Drilling an inclined hole 19 by using a drilling machine 31, placing an inclined grouting pipe 20, an inclined anchor rod and a plurality of geotextile bags 8 extending along the axial direction, and grouting to ensure that each geotextile bag 8 is filled with cement slurry and the solidified grouting body 11 forms a group of inclined grouting bags 21 so as to lift the deformed underground pipe 17 outside the foundation pit or transversely support the deformed underground pipe 17, wherein the inclined grouting bags 21 are arranged in a plurality of rows, and each row is a plurality of groups.
The elevation may be referred to as a bump. The horizontal holes 7 or the inclined holes 19 can be arranged in one row or multiple rows, such as two rows, three rows or four rows. Each row may be a plurality, such as several, tens or tens, etc.
The horizontal hole 7 is internally provided with a group of horizontal slurry bags 12 which are formed by a plurality of geotechnical bags 8 which are axially arranged, filled with cement slurry and solidified with the grouting body 11, and a horizontal anchor rod 27, a horizontal grouting pipe 9 and the grouting body 11 can be arranged in a row, or a plurality of rows, such as two rows, three rows or four rows, and each row can be a plurality of groups, such as several groups, dozens of groups or dozens of groups.
The inclined hole 19 is internally provided with a group of inclined slurry bags 21 which are formed by inclined anchor rods, inclined slurry injecting pipes 20 and a plurality of axially arranged geotextile bags 8 filled with cement slurry and solidified slurry 11, wherein the group of inclined slurry bags 21 can be one row, or a plurality of rows, such as two rows, three rows or four rows, and each row can be a plurality of groups, such as several groups, dozens of groups or dozens of groups.
(6) And grouting to plug and solidify the first construction hole 28 of the steel pipe, such as the outer side end of the horizontal steel pipe 6 or the oblique steel pipe 22, so as to be beneficial to water stopping, and cutting the grouting pipe in the steel pipe, such as the horizontal steel pipe 6 or the oblique steel pipe 22. Or: and (3) plugging and solidifying a second construction hole in the gap soil body of the support pile adjacent to the support row pile on the waterproof curtain by grouting to facilitate water stopping, and cutting a grouting pipe extending out of the inner side of the foundation pit of the second construction hole.
In the step (1), the inner side of the foundation pit of each steel pipe, such as the horizontal steel pipe 6 or the inclined steel pipe 22, is protruded inwards to the inner surface of the underground continuous wall 3, and the sealing cover 13 is screwed on the inner side end of the foundation pit of the steel pipe, such as the horizontal steel pipe 6 or the inclined steel pipe 22, before pre-burying and after grouting construction. Before pre-burying, each steel pipe such as the outer side end of the foundation pit of the horizontal steel pipe 6 or the inclined steel pipe 22 is plugged by temporary plugging materials. The inner side end of the foundation pit of each steel pipe is provided with a detachable sealing cover 13, the detachable sealing cover is connected with the inner side end of the foundation pit of each steel pipe in a detachable mode through threads, an inner thread can be arranged in an inner hole of the inner side end of the foundation pit of each steel pipe, an outer thread is arranged on the outer circumference of the sealing cover 13, and the sealing cover 13 can be sleeved with a sealing washer 16 to seal the end face of the inner side of the foundation pit of each steel pipe and the step face of the sealing cover 13.
The steel pipes are pre-embedded, when a reinforcement cage of the underground continuous wall 3 is manufactured, the horizontal steel pipes 6 or the inclined steel pipes 22 are welded at preset positions of the reinforcement cage (not shown in the figure), the inner ends of foundation pits of the steel pipes are screwed and sealed in advance by the sealing covers 13, the outer ends of the foundation pits of the steel pipes can be pre-plugged by zero-time sealing materials such as silk floss or asbestos, and when grouting is needed after the construction of the underground continuous wall 3 is completed, the sealing covers 13 of the inner pre-embedded steel pipes are screwed off to drill out the sealing materials at the outer ends.
And drilling, placing a grouting pipe, an anchor rod, the geotextile bag 8 and cement slurry after grouting, wherein the anti-seepage sealing material 15 is arranged at the outer side end of the foundation pit in the first construction hole 28 of each steel pipe, namely the horizontal steel pipe 6 or the inclined steel pipe 22 after grouting construction, and the anti-seepage sealing material is poured to the position and solidified. The cement slurry is then removed from the internal threads of the steel pipe to tighten the sealing cap 13 and compress the sealing gasket 16. The water-impermeable sealing material 15 is also called a filler. Each row of steel pipes is understood here to mean all horizontal steel pipes 6, or all diagonal steel pipes 22, or both horizontal steel pipes 6 and diagonal steel pipes 22. Drilling, grouting pipe, anchor rod 27, geotextile bag 8 and grouting construction can be understood as follows: drilling, placing a grouting pipe, placing an anchor rod, placing a geotextile bag 8 and grouting.
In the multi-row steel pipes in the step (1), two rows of adjacent steel pipes are arranged in a staggered manner: the adjacent upper and lower rows of steel pipes are not on the same plumb line. And (2) unfolding, arranging the adjacent upper and lower rows of steel pipes in a staggered manner to the steel pipes 6 in the multi-row steel pipes in the step (1) such as the horizontal steel pipes 6: the adjacent upper and lower rows of steel pipes, such as the horizontal steel pipe 6, are not on the same vertical line. Or, in the multiple rows of steel pipes in step (1), such as the oblique steel pipes 22, two adjacent rows of steel pipes, such as the oblique steel pipes 22, are arranged in a staggered manner: the adjacent upper and lower rows of steel pipes, such as the oblique steel pipes 22, are not on the same vertical line. Or, in the multiple rows of steel pipes in step (1), such as the horizontal steel pipes 6 or the oblique steel pipes 22, two adjacent rows of steel pipes, such as the horizontal steel pipes 6, are arranged in a staggered manner with respect to the oblique steel pipes 22: the adjacent upper and lower rows of steel pipes, such as the horizontal steel pipe 6 and the oblique steel pipe 22, are not on the same vertical line.
In the step (2), a plurality of monitoring points 26 such as dozens, dozens or dozens of monitoring points in the radial direction and the latitudinal direction are arranged, and the monitoring equipment is used for acquiring the equivalent of settlement or traversing or horizontal movement so as to specifically arrange the grouting pipes, the grouting bags and other repair structures. It is understood that the specific structure, monitoring equipment and specific monitoring method of the monitoring points 26 belong to the prior art, for example, a vertical displacement marker post such as a deformed steel marker post is inserted into a pavement structure crust layer or a surface soil body for less than 60mm, a commercially available electronic level with the precision of 0.3mm/km is used, a ground surface monitoring base point with known elevation is used as a standard leveling point, the standard elevation delta ht of each monitoring point can be obtained by measuring the elevation difference delta H between each monitoring point and the leveling point, namely the base point during monitoring, and then the elevation difference delta ht is compared with the previously measured elevation, and the difference delta H is the settlement value of the measuring point. As another example, in the prior art, a measure for measuring the horizontal displacement x of an underground pipe in the process of soil settlement is to measure the buried depth h of a pipeline in the exploration process in the early construction period, and embed an inclinometer beside the pipeline, wherein the inclinometer can measure the inclination angle variable Δ θ before and after settlement, and the horizontal displacement x of the pipeline in the settlement process can be obtained by substituting x/h ═ tan Δ θ, that is, x ═ h × tan Δ θ, into the known values h and Δ θ. As described above, the specific structure of the monitoring point, the monitoring device and the specific monitoring method belong to the prior art, and are not described herein again.
In step (3), each row of construction holes, such as the first construction hole 28 and the second construction hole, are arranged on a foundation pit enclosure wall between the upper and lower sides of the two rows of supporting enclosure beams 4, such as an enclosure wall formed by a waterproof curtain on the outer side of the underground continuous wall 3 and supporting row piles on the inner side.
Fig. 7 shows a schematic view of drilling an oblique hole 19.
The drilling machine 31 can adopt a commercial anchor rod anchor cable drilling machine crawler-type KLD-200 hydraulic electric anchoring drilling machine.
Each row of construction holes is shown in fig. 1, 2, 4, 5 and 7, and the first construction holes 28 are arranged on the underground continuous wall 3 shown in fig. 1, 2, 4, 5 and 7 of the foundation pit enclosure wall between the upper part and the lower part of the two rows of supporting girds 4. In the step (5), the restoration of the subsided soil body on the ground surface 1 outside the foundation pit or the restoration of the deformed underground pipe 17 is matched with the excavation engineering in the foundation pit: and (3) after the excavation operation in the foundation pit is carried out to a foundation pit excavation surface 32 below the foundation pit girth beam 4 of a row of construction holes such as the first construction hole 28 or the second construction hole, the pouring operation of the reinforced concrete inner support 5 of the foundation pit is required to be carried out, at the moment, the excavation operation in the foundation pit is suspended, the downward excavation is continued after the reinforced concrete inner support 5 of the foundation pit reaches the preset strength, and the grouting construction in the step (5) is carried out at the position and at the time point. In the actual construction process, the foundation pit excavation surface 32 can be utilized to perform the layer-by-layer construction operation along with the gradual downward excavation of the foundation pit excavation surface 32 from top to bottom. Drill pipe 29 is secured to a drill pipe clamp 30, drill pipe clamp 30 being mounted on a drill rig 31, drill rig 31 being located at excavation surface 32. And (3) drilling a hole from the first construction hole 28, after the inclined hole 19 is drilled, placing a plurality of geotechnical cloth bags 8 formed by binding into the inclined hole 19 along with the inclined anchor rods and the inclined grouting pipes 20, grouting to form a series of inclined grouting bag bags 21 for restoring the deformed underground pipes 17 outside the foundation pit, and screwing the sealing covers 13. The construction operations for the horizontal arrangement are also the same, but at different angles. It will be understood that the above drilling operations are also well known in the art, for example, for soft soil, mud may be used to displace the soil in the hole to prevent collapse, and the drill rod 29 may be withdrawn after the displaced mud has set slightly.
The above-mentioned grouting material 11 is formed by solidifying grouting slurry. It is understood that the proportion of grouting slurry and the concrete grouting operation belong to the prior art, for example, 42.5-grade ordinary portland cement can be adopted for grouting slurry, and the water cement ratio is 1: 0.55. the grouting can adopt low-pressure secondary grouting, the primary grouting pressure is generally less than 0.6Mpa, the secondary grouting pressure is generally not less than 1.5Mpa, and the grouting can be continued for about 2min after the expected grouting amount is filled with the total volume of a plurality of geotextile bags 8 formed by binding one geotextile bag 8, so that the filling amount is better on the premise of ensuring no bag breakage, and the technical effect of lifting the soil body or resetting and deforming the underground pipe 17 is better.
In the step (5), a plurality of horizontal grouting bags 12 connected to one horizontal grouting pipe 9 are positioned in the horizontal hole 7 of the soil body below the ground subsidence curve 2 or the horizontal hole 7 of the soil body below the deformed underground pipe 17 outside the foundation pit at the subsidence of the ground surface 1 outside the foundation pit as shown in fig. 1, 4, 5 and 7. A plurality of inclined grouting bags 21 connected to an inclined grouting pipe 20 are positioned in inclined holes 19 of soil bodies on the side part of the deformed underground pipe 17 on the outer side of the foundation pit or in inclined holes 19 of soil bodies below the deformed underground pipe 17 on the outer side of the foundation pit.
In step (5), one end of the horizontal anchor rod 27 in the horizontal hole 7 far away from the foundation pit enclosure wall is fixed in the counter bore 25 of the adjacent underground continuous wall 23, and the horizontal grouting pipe 9 also extends into the counter bore 25 to inject grouting into the counter bore 25 for fixing. In other words, the end of the horizontal anchor rod 27 in the horizontal hole 7 away from the foundation pit retaining wall is the fixed end 24. Specifically, the anchoring nails are welded at the top end of the horizontal anchor rod, which is positioned in the counter bore 25, and the construction hole, such as the first construction hole 28, is knocked by an auxiliary reinforcing rod and a hammer at the end of the construction hole, so that the anchoring nails are fastened on the end wall of the counter bore 25, and then grouting is performed into the counter bore 25 through the grouting pipe and the anchoring nails are solidified to achieve the fixing effect. Another kind, be located the counter bore 25 with the level to stock 27, with the help of an auxiliary reinforcement pole and hammer at this end of construction hole, strike this end of construction hole, make the level to the terminal surface top to the end of counter bore 25 that stock 27 is located in the counter bore 25 on the end wall as shown in fig. 6, it is spacing to the interim axial of stock with the level of this end of construction hole again, if adopt a steel pole that does not hinder the slip casting like 12 mm's round steel, this end of the construction hole of level to stock is supported tightly to one end, the other end stretches out steel pipe foundation ditch end and spot welding is fixed, slip casting and waiting to solidify and reach fixed effect in the counter bore 25 through the slip casting pipe again, reuse emery wheel grinds away the solder joint, takes out the round steel.
It should be understood that the length of the anchor rod in the horizontal hole 7 or the oblique hole 19 and the length of the grouting pipe may be equal, the geotextile bags 8 may be a complete bag which is extended along the length direction of the anchor rod and the grouting pipe, and after being bound on the horizontal anchor rod 27 and the horizontal grouting pipe 9 or the oblique anchor rod and the oblique grouting pipe 20 by the binding tapes 10, a plurality of geotextile bags 8 connected into a string along the axial direction are formed, the diameter of the plurality of geotextile bags 8 may be equal, but the geotextile bags 8 with different diameters and/or different lengths are generally made at the construction site according to the requirement, as described above, each geotextile bag 8 corresponds to at least one grouting port on the horizontal grouting pipe 9 or the oblique grouting pipe 20, and the grouting ports are preferably a plurality of geotextile bags arranged along the circumference of the grouting pipe. It will be appreciated that the end of the grouting pipe remote from the horizontal bore 7 or the angled bore 19 is connected to a grouting pump or grouting pump and is typically cut from the construction bore, e.g. the first construction bore, adjacent the anchor, after the grouting is completed, so as not to prevent the sealing cap 13 from sealing. Of course, cutting is a very conventional operation, as the grout pipe is typically a PE plastic pipe and can be cut with a powered cutting knife extending into the pipe.
The concrete embodiment of the construction method adopted on the enclosure wall formed by the waterproof curtain on the outer side and the supporting row piles on the inner side is as follows: the foundation pit enclosure wall is formed by adding an outer waterproof curtain and an inner supporting row pile, and the construction holes are soil bodies in gaps between adjacent supporting piles of the inner supporting row pile and second construction holes drilled on the site on the outer waterproof curtain. And an impermeable water sealing hole sealing material (not shown in the structure diagram of the section) is arranged in each second construction hole after the drilling, the grouting pipe, the anchor rod, the geotextile bag and the grouting construction are finished. In the embodiment, the grouting pipe is cut off from the inner side end of the foundation pit except that the construction hole has different structures if the steel pipe and the grouting pipe of the second construction hole are not arranged. The rest of the operation is the same as the above embodiment.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A method for repairing surface subsidence or deformation of an underground pipe outside a foundation pit enclosure wall is characterized by comprising the following steps: the method comprises the following construction steps:
(1) pre-burying one or more rows of steel pipes on the underground continuous wall in the foundation pit enclosure wall according to the prediction and evaluation data, wherein each row is provided with a plurality of steel pipes, and each steel pipe is in a horizontal state or in an inclined state that the inner side of the foundation pit is higher than the outer side of the foundation pit and is lower than the outer side of the foundation pit;
(2) a plurality of monitoring points are arranged in a surface subsidence area or an underground pipe control area outside the foundation pit enclosure wall, the monitoring points are arranged along the radial direction and the latitudinal direction, and monitoring equipment is adopted to timely acquire a surface soil body subsidence value or an underground pipe deformation horizontal movement value outside the foundation pit enclosure wall during foundation pit excavation;
(3) determining the position and the direction of a construction hole on the foundation pit enclosure wall according to the height position to be repaired, the transverse position and the horizontal direction or the oblique direction obtained according to the monitoring value: selecting first construction holes in the underground continuous wall from pre-buried steel pipes, wherein the first construction holes are arranged in one or more rows, and each row is provided with a plurality of first construction holes; a second construction hole of the enclosure wall formed by the waterproof curtain on the outer side and the supporting row piles on the inner side is selected and marked on soil bodies in gaps between the supporting piles adjacent to the supporting row piles, the second construction holes are arranged in one row or multiple rows, each row is multiple, and the second construction holes are in a horizontal state or in an inclined state that the inner side of the foundation pit is higher than the outer side of the foundation pit and is lower than the outer side of the foundation pit;
(4) determining the length of the geotextile bags, the length of anchor rods sleeved in the geotextile bags, the length of a grouting pipe and the diameter of each geotextile bag in a plurality of geotextile bags formed by binding according to the depth of the holes to be drilled, the height of the soil body to be lifted or the distance of the transverse movement, which are obtained according to the monitoring values, wherein the grouting pipe is reserved with the length connected with a grouting pump, and each geotextile bag corresponds to one or more grouting holes in the grouting pipe;
(5) drilling a horizontal hole by using a drilling machine, placing a horizontal grouting pipe, a horizontal anchor rod and a plurality of geotechnical cloth bags extending along the axial direction, and grouting to ensure that each geotechnical cloth bag is filled with cement slurry and solidified grouting body forms a group of horizontal grouting bag to lift the sunken soil body on the ground surface outside the foundation pit or lift the deformed underground pipe, wherein the number of the horizontal grouting bags is multiple, and each group is multiple; or
Drilling an oblique hole by using a drilling machine, placing an oblique grouting pipe, an oblique anchor rod and a plurality of geotechnical cloth bags extending along the axial direction, and grouting to ensure that each geotechnical cloth bag is filled with cement slurry and solidified grouting forms a group of oblique slurry bag to lift the deformed underground pipe outside the foundation pit or transversely support the deformed underground pipe, wherein the oblique slurry bags are arranged in a plurality of rows, and each row is a plurality of groups;
(6) grouting to enable a first construction hole at the outer side end of the steel pipe to be plugged and solidified so as to facilitate water stopping, and cutting a grouting pipe in the steel pipe; or: and (3) plugging and solidifying a second construction hole in the soil body of the gap between the waterproof curtain and the adjacent supporting pile of the supporting row pile by grouting to facilitate water stopping, and cutting a grouting pipe extending out of the inner side of the foundation pit of the second construction hole.
2. The method for repairing settlement of the ground surface outside the foundation pit enclosure wall or deformation of the underground pipe according to claim 1, wherein: in the step (1), the inner side of the foundation pit of each steel pipe is protruded inwards to the inner surface of the underground continuous wall, and a sealing cover is screwed at the inner side end of the foundation pit of the steel pipe before pre-embedding and after grouting construction is completed; and plugging the outer side end of the foundation pit of each steel pipe by using a temporary plugging material before pre-burying.
3. The method for repairing settlement of the ground surface outside the foundation pit enclosure wall or deformation of the underground pipe according to claim 1, wherein: in the multi-row steel pipes in the step (1), two rows of adjacent steel pipes are arranged in a staggered manner: the adjacent upper and lower rows of steel pipes are not on the same plumb line.
4. The method for repairing settlement of the ground surface outside the foundation pit enclosure wall or deformation of the underground pipe according to claim 1, wherein: in the step (3), each row of construction holes are arranged on the foundation pit enclosure wall between the upper part and the lower part of the two rows of support enclosing beams.
5. The method for repairing settlement of the ground surface outside the foundation pit enclosure wall or deformation of the underground pipe according to claim 1, wherein: in the step (5), the restoration of the ground surface settlement soil body outside the foundation pit or the restoration of the deformed underground pipe is matched with the excavation engineering in the foundation pit: and (3) after the excavation operation in the foundation pit is carried out to the excavation surface of the foundation pit below the foundation pit girth beam below the row of construction holes, pouring the reinforced concrete inner support of the foundation pit, suspending the excavation operation in the foundation pit at the moment, continuing excavating downwards after the reinforced concrete inner support of the foundation pit reaches the preset strength, and carrying out the construction in the step (5) at the position and at the time point.
6. The method for repairing settlement of the ground surface outside the foundation pit enclosure wall or deformation of the underground pipe according to claim 1, wherein: in the step (5), a plurality of horizontal grouting bags connected to one horizontal grouting pipe are positioned in horizontal holes of soil below the subsidence of the ground surface outside the foundation pit or horizontal holes of soil below the deformed underground pipe outside the foundation pit; the plurality of inclined grouting bags connected to one inclined grouting pipe are positioned in inclined holes of soil bodies on the lateral parts of the deformed underground pipes on the outer sides of the foundation pits or in inclined holes of soil bodies below the deformed underground pipes on the outer sides of the foundation pits.
7. The method for repairing settlement of the ground surface outside the foundation pit enclosure wall or deformation of the underground pipe according to claim 1 or 6, wherein: in the step (5), one end, far away from the foundation pit enclosure wall, of the horizontal anchor rod in the horizontal hole is fixed in the counter bore of the adjacent underground continuous wall, and the horizontal grouting pipe also extends into the counter bore to inject grouting into the counter bore for fixing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210459961.3A CN114687345A (en) | 2022-04-28 | 2022-04-28 | Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210459961.3A CN114687345A (en) | 2022-04-28 | 2022-04-28 | Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114687345A true CN114687345A (en) | 2022-07-01 |
Family
ID=82144219
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210459961.3A Pending CN114687345A (en) | 2022-04-28 | 2022-04-28 | Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114687345A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115538412A (en) * | 2022-09-23 | 2022-12-30 | 上海建工集团股份有限公司 | Building deflection accurate control method in existing building underground horizontal building process |
| CN117721683A (en) * | 2024-01-11 | 2024-03-19 | 天津大学 | Embankment autonomous lifting regulation and control device and method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798823A (en) * | 2010-03-26 | 2010-08-11 | 张继红 | Construction method of performing remote deviation rectification by passageway method |
| CN104074195A (en) * | 2014-07-21 | 2014-10-01 | 浙江华展工程研究设计院有限公司 | Method for controlling sedimentation of ground outside foundation pit through horizontal grouting |
| US20140314502A1 (en) * | 2013-04-19 | 2014-10-23 | Henan Polytech Infrastructure Rehabilitation LTD. | Polymer grouting method for uplifting ballastless track of high-speed rail |
| CN105649089A (en) * | 2016-01-13 | 2016-06-08 | 江西博慧工程技术服务有限公司 | Construction method for excavating foundation pit close to existing shallow foundation protection structure |
| CN205329735U (en) * | 2016-01-13 | 2016-06-22 | 江西博慧工程技术服务有限公司 | Foundation ditch excavation closes on existing shallow foundation protection architecture |
| CN113737624A (en) * | 2021-09-13 | 2021-12-03 | 天津大学 | Bridge head bump bag type grouting repair construction method |
-
2022
- 2022-04-28 CN CN202210459961.3A patent/CN114687345A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101798823A (en) * | 2010-03-26 | 2010-08-11 | 张继红 | Construction method of performing remote deviation rectification by passageway method |
| US20140314502A1 (en) * | 2013-04-19 | 2014-10-23 | Henan Polytech Infrastructure Rehabilitation LTD. | Polymer grouting method for uplifting ballastless track of high-speed rail |
| CN104074195A (en) * | 2014-07-21 | 2014-10-01 | 浙江华展工程研究设计院有限公司 | Method for controlling sedimentation of ground outside foundation pit through horizontal grouting |
| CN105649089A (en) * | 2016-01-13 | 2016-06-08 | 江西博慧工程技术服务有限公司 | Construction method for excavating foundation pit close to existing shallow foundation protection structure |
| CN205329735U (en) * | 2016-01-13 | 2016-06-22 | 江西博慧工程技术服务有限公司 | Foundation ditch excavation closes on existing shallow foundation protection architecture |
| CN113737624A (en) * | 2021-09-13 | 2021-12-03 | 天津大学 | Bridge head bump bag type grouting repair construction method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115538412A (en) * | 2022-09-23 | 2022-12-30 | 上海建工集团股份有限公司 | Building deflection accurate control method in existing building underground horizontal building process |
| CN117721683A (en) * | 2024-01-11 | 2024-03-19 | 天津大学 | Embankment autonomous lifting regulation and control device and method |
| CN117721683B (en) * | 2024-01-11 | 2024-09-17 | 天津大学 | Embankment autonomous lifting regulation and control device and method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107524138B (en) | Construction method of ultra-deep foundation pit underground diaphragm wall | |
| CN108442382B (en) | In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method | |
| CN108842819B (en) | Urban rail transit cable line tunnel construction method | |
| CN114687345A (en) | Method for repairing surface subsidence or deformation of underground pipe outside foundation pit enclosure wall | |
| CN110735600B (en) | Mechanical pore-forming pile construction process for karst geology | |
| CN110847224A (en) | Filling slope gravity retaining wall reinforcing structure and construction method thereof | |
| CN110593254A (en) | Construction method of cast-in-situ bored pile in stratum with karst cave in joint zone | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| CN211421169U (en) | Fill side slope gravity type retaining wall reinforced structure | |
| CN113668564A (en) | Construction method for supporting and reinforcing open-cut underground passage adjacent to subway station | |
| CN111560964B (en) | Construction method of rear anti-seepage system of foundation pit | |
| CN212052725U (en) | Karst cave area stake construction structures | |
| CN109024621A (en) | The compound retaining wall supporting construction of embankment high slope tubular pole and its construction method | |
| CN117211277A (en) | Construction method of reinforced concrete bored concrete pile of soft soil foundation | |
| CN217053672U (en) | Large-diameter inspection well pile drilling method construction system | |
| CN115217098A (en) | Cast-in-place pile construction process | |
| CN217204058U (en) | Foundation pit enclosure wall outside surface subsides or underground pipe deformation repair structure | |
| CN211312225U (en) | Pile-column integrated structure based on bridge transformed from existing road surface | |
| CN210621709U (en) | Inclined support foundation pit supporting structure based on steel pipe pile and Larsen steel plate | |
| CN113266019A (en) | Construction method of foundation pit steel pipe support system | |
| CN110144903A (en) | A kind of pattern foundation pit supporting structure meets the construction in bomb shelter | |
| CN211446570U (en) | Abutment structure | |
| CN110952453B (en) | Construction method of abutment structure | |
| CN114319372B (en) | Construction method of anchorage supporting structure | |
| CN212225255U (en) | Large-scale filling type karst cave geological tunnel foundation reinforcing structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |