CN113152427A - Protection structure and method for adjacent underground pipeline of riprap reclamation sea area excavation project - Google Patents
Protection structure and method for adjacent underground pipeline of riprap reclamation sea area excavation project Download PDFInfo
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- CN113152427A CN113152427A CN202110496027.4A CN202110496027A CN113152427A CN 113152427 A CN113152427 A CN 113152427A CN 202110496027 A CN202110496027 A CN 202110496027A CN 113152427 A CN113152427 A CN 113152427A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/063—Tunnels submerged into, or built in, open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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Abstract
The invention provides a protection structure and a protection method for underground pipelines close to an excavation project of a riprap reclamation area, aiming at the bottom layer characteristics of the riprap reclamation area, cracks of a riprap layer are filled up through grouting reinforcement to form a grouting reinforcement area, so that large-area collapse of local parts is prevented, an isolation pile is arranged between the grouting reinforcement area and the pipelines, the grouting reinforcement area and the isolation pile jointly act to separate the transmission of deformation displacement, and meanwhile, a crown beam, a connecting beam and a ballast cover plate connect the isolation pile, the grouting reinforcement area and an underground connecting wall into a whole, so that the problems of large formation deformation, slurry leakage and the like caused by unstable excavation of the riprap layer are effectively avoided, the stability of an excavation unloading area of a foundation pit is improved, the uneven settlement of the foundation pit caused by excavation is reduced, the deformation of the underground pipelines caused by the formation deformation is inhibited, and the structural safety of the underground pipelines is effectively protected.
Description
Technical Field
The invention relates to the technical field of foundation pit engineering, in particular to a protection structure and a protection method for an underground pipeline close to an excavation engineering of a riprap reclamation sea area.
Background
Along with the increase of the demand for underground space, the diversity of construction environment is also continuously increased, the foundation pit excavation can lead to the change of the stress state of the original soil body, the stratum loss is caused, the soil body is caused to generate displacement deformation, and therefore the influence is generated on peripheral pipelines. Especially high-risk gas and power transmission pipelines, have strict requirements on deformation control. The stratum of coastal cities in China is complex and special, particularly, a riprap sea-filling stratum, which is a composite stratum with uneven hardness and large construction difficulty formed by a large amount of riprap, silt and bedrock, is very unstable, and frequently causes accidents such as slurry leakage, tank wall collapse, hole collapse and the like in underground engineering in a riprap sea-filling area, so that peripheral pipelines are easily damaged.
Accordingly, the prior art is yet to be improved and developed.
Disclosure of Invention
In view of the above-mentioned shortcomings in the prior art, an object of the present invention is to provide a protection structure and method for protecting underground pipelines adjacent to an excavation project of a riprap reclamation area, which aims to prevent peripheral pipelines from being damaged in a foundation pit excavation project of the riprap reclamation area.
The technical scheme of the invention is as follows:
the utility model provides a protection architecture that riprap sea reclamation excavation engineering closes on underground pipeline, wherein, includes:
a diaphragm wall parallel to the pipeline;
the grouting reinforcement area is arranged between the diaphragm wall and the pipeline and is close to the diaphragm wall;
the isolation pile is arranged between the grouting reinforcement area and the pipeline and is close to the grouting reinforcement area;
the pile tops of two adjacent isolation piles are connected through the crown beam;
the crown beam is connected with the wall top of the ground coupling wall through the coupling beam;
and the weight cover plate is arranged between two adjacent connecting beams and is respectively connected with the connecting beams, the crown beam and the ground connecting wall.
The protection structure, wherein, the width of the reinforced region of slip casting is not less than 3m, and the depth of the reinforced region of slip casting is greater than the depth of the throwing stone layer.
The protection structure, wherein, the slip casting material of slip casting reinforcing area is two liquid thick liquid and/or mortar.
The protection structure is characterized in that the pile diameter of each isolation pile is 0.6-1 m, and the distance between the axes of adjacent isolation piles is 1.1-1.5 m.
The protection structure is characterized in that the width of the connecting beam is 0.5-1.0 m, and the length of the connecting beam is consistent with the distance between the ground connecting wall and the crown beam; and/or
The thickness of the weight cover plate is 0.3-0.6 m, the length of the weight cover plate is consistent with that of the connecting beam, and the width of the weight cover plate is consistent with the distance between the adjacent connecting beams.
The protection architecture, wherein, still include the measuring staff group that is used for monitoring the pipeline displacement condition, the measuring staff group includes:
the pipe top measuring rod is arranged above the pipeline and used for monitoring the absolute settlement value of the pipeline;
the pipe side measuring rod is arranged between the pipeline and the isolation pile and is used for monitoring the differential settlement value of the soil body;
and the inclinometer pipe is arranged between the pipe side measuring rod and the isolation pile and is used for monitoring the horizontal displacement value of the soil body.
The protection structure, wherein, its characterized in that includes:
after the diaphragm wall construction is finished, arranging at least two rows of grouting holes between the diaphragm wall and the pipeline and close to the diaphragm wall, and performing grouting construction on the at least two rows of grouting holes;
arranging isolation piles between the at least two rows of grouting holes and the pipeline and close to the grouting holes;
and arranging a crown beam on the pile top of the isolation pile, arranging a connecting beam between the crown beam and the underground diaphragm wall, and arranging a ballast cover plate between the connecting beams.
The distance between the row of grouting holes close to the ground connecting wall and the ground connecting wall is 0.8-1.2 m; the distance between the row of grouting holes close to the isolation pile and the isolation pile is 0.8-1.2 m; the distance between two adjacent grouting holes is 0.8-1.2 m.
The protection architecture, wherein, set up the isolation stake, include: and adopting a combined process of full casing follow-up and rotary drilling to form a hole on the pile foundation of the isolation pile, and arranging the isolation pile at the formed hole.
The protection structure, wherein the slip casting mode is that slip casting is carried out while drawing the tube, and the tube drawing speed is 5-10 cm per 15-30 s of tube drawing length.
Has the advantages that: the invention provides a protection structure and a protection method for underground pipelines close to an excavation project of a riprap reclamation area, aiming at the bottom layer characteristics of the riprap reclamation area, cracks of a riprap layer are filled up through grouting reinforcement to form a grouting reinforcement area, so that large-area collapse of local parts is prevented, an isolation pile is arranged between the grouting reinforcement area and the pipelines, the grouting reinforcement area and the isolation pile jointly act to separate the transmission of deformation displacement, and meanwhile, a crown beam, a connecting beam and a ballast cover plate connect the isolation pile, the grouting reinforcement area and an underground connecting wall into a whole, so that the problems of large formation deformation, slurry leakage and the like caused by unstable excavation of the riprap layer are effectively avoided, the stability of an excavation unloading area of a foundation pit is improved, the uneven settlement of the foundation pit caused by excavation is reduced, the deformation of the underground pipelines caused by the formation deformation is inhibited, and the structural safety of the underground pipelines is effectively protected.
Drawings
Fig. 1 is a schematic plan view of a protective structure of an underground pipeline adjacent to the riprap reclamation sea area excavation project of the present invention.
Fig. 2 is a schematic sectional view of a protective structure of an adjacent underground pipeline in the riprap reclamation sea area excavation project of the present invention.
Detailed Description
The invention provides a protection structure and a method for adjacent underground pipelines of an excavation project of a riprap reclamation sea area, and the invention is further described in detail below in order to make the purpose, the technical scheme and the effect of the invention clearer and clearer. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1 and 2, the present embodiment provides a protection structure for an adjacent underground pipeline in a riprap reclamation sea excavation project, including: a diaphragm wall 2, the diaphragm wall 2 being parallel to the pipeline 1; the grouting reinforcement area 3 is arranged between the diaphragm wall 2 and the pipeline 1 and is close to the diaphragm wall 2; an isolation pile 4, said isolation pile 4 being disposed between said grouting reinforcement zone 3 and said pipeline 1 and adjacent to said grouting reinforcement zone 3; the pile tops of two adjacent isolation piles 4 are connected through the crown beam 5; the crown beam 5 is connected with the wall top of the ground coupling wall 2 through the coupling beam 5; and a ballast cover 7 (hatched in fig. 1) disposed between two adjacent coupling beams 5 and connected to the coupling beams 5, the crown beam 5 and the diaphragm wall 2, respectively.
Specifically, according to the geological structure characteristics of the riprap reclamation sea area, after the diaphragm wall 2 is built and before the foundation pit is excavated, the region between the diaphragm wall 2 and the pipeline 1 is subjected to reinforcement pretreatment, and a certain distance is required between the diaphragm wall 2 and the pipeline 1 to provide a space for arranging a reinforcement structure and avoid the damage to the pipeline 1 caused by excavation of the foundation pit. The grouting reinforcement area 3 is arranged between the diaphragm wall 2 and the pipeline 1, after two rows of grouting holes 31 are formed between the diaphragm wall 2 and the pipeline 1, grouting is conducted on the grout from the grouting holes 31 through the grouting pipes, and the grout penetrates into soil around the grouting holes from the grouting holes to form the grouting reinforcement area 3. The grouting reinforcement area 3 is close to the diaphragm wall 2, and cracks of a riprap layer of the riprap sea filling area are filled by grouting reinforcement to form the grouting reinforcement area 3, so that local large-area collapse is prevented. A row of isolation piles 4 are arranged between the grouting reinforcement area 3 and the pipeline 1, and the grouting reinforcement area 3 and the isolation piles 4 act together to isolate the transmission of deformation and displacement, so that the deformation of the underground pipeline 1 caused by the formation deformation caused by excavation can be inhibited. Meanwhile, the adjacent isolation piles 4 in one row of isolation piles 4 are connected by adopting the crown beam 5, the crown beam 5 is connected with the underground diaphragm wall 2 by adopting the coupling beam 5, the weight pressing cover plate 7 is arranged between every two adjacent coupling beams 5, the isolation piles 4, the grouting reinforcement area 3 and the underground diaphragm wall 2 are connected into a whole, the problems of large formation deformation, slurry leakage and the like caused by unstable excavation of a riprap layer are effectively solved, the stability of an unloading area of foundation pit excavation is improved, the uneven settlement of the formation caused by foundation pit excavation is reduced, the structure safety of an underground pipeline is effectively protected, a protection measure is provided for the existing underground pipeline during the construction of the foundation pit, and the construction of foundation pit excavation engineering is ensured without influencing the adjacent underground pipeline.
In one embodiment, the width of the grouting reinforcement area 3 is not less than 3m, and the depth of the grouting reinforcement area 3 is greater than the depth of the polishing layer.
Specifically, the grouting reinforcement area 3 is arranged along the length direction of the underground diaphragm wall 2, and the length of the grouting reinforcement area 3 is determined according to construction requirements, and is preferably larger than the length of the underground diaphragm wall 2, so that a riprap layer near the whole section of the underground diaphragm wall 2 can be reinforced. The width of the grouting reinforcement area 3 can be adjusted according to the distance from the excavation periphery to the pipeline 1, and the width of the grouting reinforcement area 3 is not less than 3m according to the geological characteristics of a riprap layer and for improving the reinforcement effect of the grouting reinforcement area 3. The depth of 3 in the reinforced district of slip casting will be greater than the width on throwing the stone layer to whole section degree of depth on throwing the stone layer is all consolidated, has improved the reinforcement effect.
In one embodiment, the grouting material of the grouting reinforcement area 3 is a double-slurry and/or mortar. The two kinds of slurry are adopted for grouting, so that the cohesive force and the internal friction angle of the riprap layer can be improved, the integral rigidity is improved, and meanwhile, the two kinds of slurry are adopted for grouting the grouting reinforcement area 3, so that the stratum stability is facilitated.
In one embodiment, the diameter of each isolation pile 4 is 0.6-1 m (e.g., 0.8mm), the length of each isolation pile 4 is greater than the depth of the riprap layer, and the distance between the axes of adjacent isolation piles 4 is 1.1-1.5 m (e.g., 1.3 m).
Specifically, the construction difficulty is increased when the pile diameter of the isolation pile 4 is too large, the disturbance of the pore-forming process to the pipeline 1 is increased, the pile diameter is too small, the pile forming quantity is increased to ensure the isolation effect, and the corresponding disturbance to the pipeline 1 is also increased. The spacing between the axes of the adjacent isolation piles 4 is too large, so that the isolation effect is influenced, the pile forming quantity is increased when the spacing is too small, and the disturbance of the pipeline 1 is increased.
In one embodiment, the width of the coupling beam 5 is 0.5-1.0 m, and the length of the coupling beam 5 is consistent with the distance between the ground coupling wall 2 and the crown beam 5; and/or the thickness of the weight cover plate 7 is 0.3-0.6 m, the length of the weight cover plate 7 is consistent with that of the connecting beam 5, and the width of the weight cover plate 7 is consistent with the distance between the adjacent connecting beams 5.
Specifically, the tops of adjacent isolation piles 4 are connected through crown beams 5, the length of each crown beam 5 is 1.2m, the width of each crown beam 5 is 1m, the crown beams 5 are connected with the ground coupling wall 2 through coupling beams 5, the distance between the adjacent coupling beams 5 is adjusted according to the distance and the diameter of the isolation piles 4 in actual engineering, and preferably, the distance between the coupling beams 5 is 2.5-3.5 m (such as 3 m). The width of the coupling beam 5 is 0.5-1.0 m (such as 0.8m), the coupling beam 5 with proper width has high rigidity and strength, the length of the coupling beam 5 is determined by the distance between the ground coupling wall 2 and the crown beam 5, and the length of the coupling beam 5 is consistent with the distance between the ground coupling wall 2 and the crown beam 5, so that the coupling beam 5 is conveniently connected with the ground coupling wall 2 and the crown beam 5. The ballast cover plates 7 are arranged between the connecting beams 5, namely the ballast cover plates 7 cover the grouting reinforcement area 3 which is not covered by the connecting beams 5, and the ballast cover plates 7 can be made of concrete plates with the thickness of 0.3-0.6 m (such as 0.4 m). The weight cover plate 7 simultaneously connects the crown beam 5, the coupling beam 5, the grouting reinforcement area 3 and the crown beam 5, thereby improving the reinforcement effect of the whole protection structure.
In one embodiment, the system further comprises a measuring bar set 8 for monitoring the displacement of the pipeline 1, wherein the measuring bar set 8 comprises: a pipe top measuring rod 81 arranged above the pipeline 1 and used for monitoring the absolute settlement value of the pipeline 1; a pipe side measuring rod 82 which is arranged between the pipeline 1 and the isolation pile 4 and is used for monitoring the differential settlement value of the soil body; and the inclinometer pipe 83 is arranged between the pipe side measuring rod 82 and the isolation pile 4 and is used for monitoring the horizontal displacement value of the soil body.
Specifically, during the construction of the foundation pit, the pipeline 1 may be displaced due to construction uncertainty, and the pipeline 1 needs to be monitored in real time in order to ensure that the influence of the excavation on the pipeline 1 is within a safe range. A pipe top measuring rod 81 is arranged above the pipeline 1, the pipe top measuring rod 81 is vertically inserted into the stratum, the bottommost part of the pipe top measuring rod 81 is connected with the top of the pipeline 1 (the part of the pipeline 1 closest to the surface of the stratum), and the settlement value of the pipe top measuring rod 81 is the settlement value of the pipeline 1; a pipe side measuring rod 82 is arranged between the pipeline 1 and the isolation pile 4, the distance between the pipe side measuring rod 82 and the pipeline 1 is 1-3 m (such as 2m), the pipe side measuring rod 82 is parallel to the pipe top measuring rod 81, the pipeline 1 is influenced by the movement of soil between the pipeline 1 and the isolation pile 4, the pipe side measuring rod 82 is used for monitoring the differential settlement value of the soil between the pipeline 1 and the isolation pile 4, namely the difference between the settlement values of the pipe top measuring rod 81 and the pipe side measuring rod 82, the depth of the bottom of the pipe side measuring rod 82 is consistent with the depth of the bottom of the pipeline 1, namely the pipe side measuring rod 82 is longer than the pipe top measuring rod 81, and the difference between the pipe side measuring rod 82 and the pipe top measuring rod 81 is the diameter of the pipeline 1; an inclinometer 83 is arranged between the pipe side measuring rod 82 and the isolation pile 4, the distance between the inclinometer 83 and the pipeline 1 is 2-4 (such as 3m), the depth of the inclinometer 83 is consistent with the depth of the bottom of the pipeline 1, and the inclinometer 83 is used for measuring the horizontal displacement value of the soil body between the pipeline 1 and the isolation pile 4. The displacement conditions of the pipeline 1 and the soil body can be known through the absolute settlement value, the differential settlement value and the horizontal displacement value, so that the construction direction or the construction mode can be adjusted to ensure that the influence on the pipeline 1 is within a safe range.
The invention also provides a method for reinforcing the adjacent underground pipeline 1 in the riprap reclamation sea area excavation project, which is characterized by comprising the following steps:
s10, after the construction of the diaphragm wall 2 is completed, arranging at least two rows of grouting holes 31 between the diaphragm wall 2 and the pipeline 1 and near the diaphragm wall 2, and performing grouting construction on the at least two rows of grouting holes 31;
s20, arranging isolation piles 4 between the at least two rows of grouting holes 31 and the pipeline 1 and close to the grouting holes 31;
and S30, arranging a crown beam 5 on the pile top of the isolation pile 4, arranging a connecting beam 5 between the crown beam 5 and the ground connecting wall 2, and arranging a weight cover plate 7 between the connecting beams 5.
Specifically, after the diaphragm wall 2 is built, grouting holes 31 are formed in one side, close to the pipeline 1, of the diaphragm wall 2, at least two rows of grouting holes 31 are formed in order to effectively reinforce the riprap layer, and each row of grouting holes 31 are formed along the length of the diaphragm wall 2. The invention adopts mortar grouting and/or double-liquid grouting, grouting holes 31 in different rows can adopt the same grouting or different grouting, preferably, the grouting holes 31 close to the diaphragm wall 2 adopt mortar grouting, and the grouting holes 31 close to the pipeline 1 adopt double-liquid grouting. For example, when two rows of grouting holes 31 are provided, mortar is used for grouting in the row of grouting holes 31 near the diaphragm wall 2, and double-liquid grouting is used for grouting in the row of grouting holes 31 near the pipeline 1. The curing time of the double-liquid slurry is controlled to be about 30s, the double-liquid slurry is composed of cement and water glass according to a certain proportion, on the premise of no pipe blockage, the specific gravity of the cement in the double-liquid slurry is as large as possible, the specific gravity of the water glass is as small as possible, and therefore the effects of less disturbance to a polished rock layer and good grouting can be achieved.
A row of isolation piles 4 are arranged between a grouting reinforcement area 3 and a pipeline 1 and close to a grouting hole 31, a pile jumping construction mode can be specifically adopted, after a high-pressure down-the-hole hammer full casing follows and penetrates through a rock-filled layer, drilling construction is carried out by a combined process of rotary drilling construction until the depth of the high-pressure down-the-hole hammer full casing is consistent with the depth of the underground diaphragm wall 2 or exceeds the depth of the underground diaphragm wall 2, so that a pile foundation of the isolation piles 4 is smoothly formed, and finally reinforcing steel bars are arranged in the holes and concrete is poured, so that the isolation piles 4 are formed. In order to reinforce the stratum and reduce the deformation risk of the pipeline 1, the top of each isolation pile 4 is provided with a crown beam 5, the crown beams 5 are connected with the isolation piles 4, each crown beam 5 can be connected with the top of each two adjacent isolation piles 4, and if the crown beams 5 are longer, each crown beam 5 can also be connected with the tops of a plurality of isolation piles 4. The top beam 5 is constructed well and then the connecting beam 5 is arranged, the connecting beam 5 is respectively connected with the top beam 5 and the ground connecting wall 2, each top beam 5 can be connected with one or more connecting beams 5, and the number of the connecting beams 5 is set according to the combination cost of the reinforcing effect and the construction problem. The connection of the crown beam 5 and the isolation pile 4, the connection beam 5 and the crown beam 5 and the connection beam 5 and the ground connection wall 2 can be formed by binding reinforcing steel bars and pouring cement, so that the connection is stable. After the connecting beams 5 are connected, the ballast cover plates 7 are arranged between the connecting beams 5. The top beam 5, the connecting beam 5 and the ballast cover plate 7 not only enable the isolation piles 4, the grouting reinforcement area 3 and the ground connecting wall 2 to be connected into a whole, improve the stability of the excavation unloading area of the foundation pit, but also reduce the uneven settlement of the stratum and achieve the purpose of protecting the pipeline 1.
In one embodiment, the distance between the row of grouting holes 31 close to the diaphragm wall 2 and the diaphragm wall 2 is 0.8-1.2 m; the distance between the row of grouting holes 31 close to the isolation pile 4 and the isolation pile 4 is 0.8-1.2 m; the distance between two adjacent grouting holes 31 is 0.8-1.2 m.
Specifically, a row of grouting holes 31 close to the diaphragm wall 2 is a row of grouting holes 31 adjacent to the diaphragm wall 2, the distance between the row of grouting holes 31 and the diaphragm wall 2 is determined according to the specific distance between the pipeline 1 and the diaphragm wall 2, and the preferable distance is 0.8-1.2 m (such as 1 m); a row of grouting holes 31 near the separation piles 4, that is, a row of grouting holes 31 adjacent to the row of separation piles 4; in each row of grouting holes 31, the distance between the grouting holes 31 is 0.8-1.2 m (such as 1 m). For example, when two rows of grouting holes 31 are provided, a first row of grouting holes 31 is provided at a position 21m from the diaphragm wall along the length direction of the diaphragm wall 2, a second row of grouting holes 31 is provided at a position 1m from the first row of grouting holes 31 near the pipeline 1, and a row of spacer piles 4 is provided at a position 1m from the second row of grouting holes 31 near the pipeline 1. This interval can make when slip casting thick liquid fully diffuse and fill up slip casting reinforcing area 3, guarantees to consolidate the effect, and the row number of injected hole 31 is confirmed according to specific geological conditions, and the row number of injected hole 31 is more, and the width in slip casting reinforcing area 3 is big more, and it is better to consolidate the effect.
Further, because the strength of the stone body formed by the solidified slurry and the soil body is slowly increased, in order to ensure that the reinforced area has enough strength and stability, the grouting time between the adjacent grouting holes 31 is not less than 24h, and the grouting time is saved by adopting the same-jump hole construction mode for grouting.
In one embodiment, the grouting is performed while drawing the tube, and the tube drawing speed is 5-10 cm per tube drawing length of 15-30 s.
Specifically, during grouting, the pipe is slowly and continuously pulled out while grouting is performed, the pipe pulling speed is matched with the grouting flow, the grouting single-section height and the grouting amount, the grouting flow, the grouting single-section height and the grouting amount are conventional grouting conditions, the pipe pulling length is 5-10 cm when the pipe pulling speed is every 15-30 s, the grouting is guaranteed to be uniform and stable, the slurry in the depth direction of a polished stone layer is uniform, and the reinforcing effect is guaranteed.
Furthermore, after the ballast cover plate 7 is completed, a measuring rod group 8 can be arranged around the pipeline 1 so as to monitor the movement condition of the pipeline 1 in real time in the process of excavation of the foundation pit. As described above, the measuring bar group 8 includes the pipe top measuring bar 81, the pipe side measuring bar 82 and the inclinometer 83, the burying method of the pipe top measuring bar 81 and the pipe side measuring bar 82 is the same, holes are formed in corresponding positions around the pipeline 1, threaded steel bars (steel bars are measuring bars) with the diameter of about 20mm are vertically hammered after the holes are formed, the bottom depth of the steel bars is the same as the bottom depth of each measuring bar, then a protection cylinder (the diameter of the protection cylinder is the same as the diameter of the holes) is installed, wherein the pipe top measuring bar 81 is connected with the top of the pipeline, finally, the periphery of the protection cylinder is filled with a mixed filling isolation layer of sand and wood chips, and burying of each measuring bar is completed. The inclinometer 83 is embedded through a drill hole, and fine sand or mortar mixed by cement and bentonite is filled between the inclinometer 83 and the drill hole, and the mixing ratio depends on the physical and mechanical properties and the geological condition of a soil layer.
Due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the invention provides protection measures for the existing pipelines during the construction of the foundation pit, ensures the implementation of excavation projects such as the foundation pit and the like, and simultaneously does not influence the adjacent underground pipelines;
2. the grouting reinforcement and the isolation piles are adopted to jointly act, so that the formation rigidity is increased, and the transmission of deformation displacement is isolated, so that the deformation of the underground pipeline caused by the formation deformation caused by foundation pit excavation can be inhibited, and the structural safety of the underground pipeline is effectively protected;
3. compared with the existing pipeline protection method, the method provided by the invention aims at the engineering problems of special riprap sea-filling stratum, unstable riprap layer, collapse of the groove wall and the hole wall, grouting and slurry leakage and the like. The stratum with uneven hardness also brings engineering difficulty to foundation pit excavation and bored pile construction, and a special method is needed to process when a hard flint layer is encountered. According to the invention, firstly, the riprap layer cracks can be filled up through grouting reinforcement, so that local large-area collapse of the stratum is prevented when the pile foundation of the isolation pile 4 is excavated subsequently, and then the pile foundation of the isolation pile is smoothly formed by adopting a combined process of high-pressure down-the-hole hammer full-pile casing following and penetrating through the riprap layer and then carrying out rotary drilling construction;
4. the settlement of the stratum directly influences the deformation and safety of the pipeline, the top beam, the connecting beam and the ballast cover plate enable the isolation pile, the grouting reinforcement area and the underground connecting wall to be connected into a whole, the problems of large stratum deformation, slurry leakage and the like caused by unstable excavation of the riprap layer are effectively avoided, the stability of the unloading area of foundation pit excavation is improved, and the purpose of protecting the pipeline by reducing uneven settlement of the stratum can be achieved.
5. A dynamic monitoring system is formed by the pipe top measuring rod, the pipe side measuring rod and the inclinometer pipe, so that an absolute settlement value of a pipeline, a differential settlement value of a soil body on the pipe side and a horizontal displacement value of the soil body on the pipe side are obtained, and the influence of an excavation project on the pipeline is ensured within a safety range by real-time feedback in an excavation process.
In summary, the invention provides a protection structure and a method for underground pipelines near the excavation engineering of a riprap reclamation area, aiming at the bottom layer characteristics of the riprap reclamation area, a grouting reinforcement area is formed by filling cracks of a riprap layer through grouting reinforcement, so as to prevent local large-area collapse, an isolation pile is arranged between the grouting reinforcement area and the pipelines, the grouting reinforcement area and the isolation pile jointly act to block the transmission of deformation displacement, meanwhile, a crown beam, a connecting beam and a ballast cover plate connect the isolation pile, the grouting reinforcement area and a ground connecting wall into a whole, so as to effectively avoid the problems of large formation deformation, slurry leakage and the like caused by unstable excavation of the riprap layer, improve the stability of an excavation unloading area of a foundation pit, reduce the uneven settlement of the formation caused by excavation of the foundation pit, inhibit the deformation of the underground pipelines caused by the formation deformation, and adopt a measuring pipe group to form a dynamic monitoring system, feed back the movement condition of the pipelines in real time in the excavation process, the influence of excavation engineering on the pipeline is ensured within a safe range, and the structural safety of the underground pipeline is effectively protected.
It is to be understood that the invention is not limited to the examples described above, but that modifications and variations may be effected thereto by those of ordinary skill in the art in light of the foregoing description, and that all such modifications and variations are intended to be within the scope of the invention as defined by the appended claims.
Claims (10)
1. The utility model provides a protection architecture that riprap sea reclamation excavation engineering closes on pipeline, its characterized in that includes:
a diaphragm wall parallel to the pipeline;
the grouting reinforcement area is arranged between the diaphragm wall and the pipeline and is close to the diaphragm wall;
the isolation pile is arranged between the grouting reinforcement area and the pipeline and is close to the grouting reinforcement area;
the pile tops of two adjacent isolation piles are connected through the crown beam;
the crown beam is connected with the wall top of the ground coupling wall through the coupling beam;
and the weight cover plate is arranged between two adjacent connecting beams and is respectively connected with the connecting beams, the crown beam and the ground connecting wall.
2. The protective structure according to claim 1, wherein the width of the grouting reinforcement region is not less than 3m, and the depth of the grouting reinforcement region is greater than the depth of the polishing stone layer.
3. The protective structure according to claim 1, characterized in that the grouting material of the grouting reinforcement area is a double grout and/or a mortar.
4. The protective structure according to claim 1, wherein the diameter of each of the isolation piles is 0.6 to 1m, and the distance between the axes of adjacent isolation piles is 1.1 to 1.5 m.
5. The protective structure according to claim 1, wherein the width of the coupling beam is 0.5-1.0 m, and the length of the coupling beam is consistent with the distance between the diaphragm wall and the crown beam; and/or
The thickness of the weight cover plate is 0.3-0.6 m, the length of the weight cover plate is consistent with that of the connecting beam, and the width of the weight cover plate is consistent with the distance between the adjacent connecting beams.
6. The protective structure of claim 1, further comprising a set of gauges for monitoring the displacement of the pipeline, the set of gauges comprising:
the pipe top measuring rod is arranged above the pipeline and used for monitoring the absolute settlement value of the pipeline; the pipe side measuring rod is arranged between the pipeline and the isolation pile and is used for monitoring the differential settlement value of the soil body;
and the inclinometer pipe is arranged between the pipe side measuring rod and the isolation pile and is used for monitoring the horizontal displacement value of the soil body.
7. The utility model provides a method for reinforcing underground pipeline near in riprap sea-filling area excavation engineering, which is characterized by comprising the following steps:
after the diaphragm wall construction is finished, arranging at least two rows of grouting holes between the diaphragm wall and the pipeline and close to the diaphragm wall, and performing grouting construction on the at least two rows of grouting holes;
arranging isolation piles between the at least two rows of grouting holes and the pipeline and close to the grouting holes; and arranging a crown beam on the pile top of the isolation pile, arranging a connecting beam between the crown beam and the underground diaphragm wall, and arranging a ballast cover plate between the connecting beams.
8. The reinforcement method according to claim 7, wherein the distance between the row of grouting holes close to the diaphragm wall and the diaphragm wall is 0.8-1.2 m; the distance between the row of grouting holes close to the isolation pile and the isolation pile is 0.8-1.2 m; the distance between two adjacent grouting holes is 0.8-1.2 m.
9. The reinforcement method according to claim 7, wherein the providing of the spacer pile comprises:
and adopting a combined process of full casing follow-up and rotary drilling to form a hole on the pile foundation of the isolation pile, and arranging the isolation pile at the formed hole.
10. The reinforcement method according to claim 7, wherein the grouting is performed while pulling the pipe, and the speed of pulling the pipe is 5 to 10cm per length of the pulled pipe of 15 to 30 s.
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| JPS60141919A (en) * | 1983-12-28 | 1985-07-27 | Takenaka Komuten Co Ltd | Method of building continuous pillar-shaped landslide protection wall |
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