CN116479897A - Shallow foundation pit collapse rapid reinforcement supporting method with depth smaller than 10m - Google Patents
Shallow foundation pit collapse rapid reinforcement supporting method with depth smaller than 10m Download PDFInfo
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- CN116479897A CN116479897A CN202310041853.9A CN202310041853A CN116479897A CN 116479897 A CN116479897 A CN 116479897A CN 202310041853 A CN202310041853 A CN 202310041853A CN 116479897 A CN116479897 A CN 116479897A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 41
- 238000000034 method Methods 0.000 title claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 91
- 239000010959 steel Substances 0.000 claims abstract description 91
- 239000002689 soil Substances 0.000 claims abstract description 50
- 238000010276 construction Methods 0.000 claims abstract description 30
- 238000009412 basement excavation Methods 0.000 claims abstract description 22
- 239000011378 shotcrete Substances 0.000 claims abstract description 21
- 239000002344 surface layer Substances 0.000 claims abstract description 21
- 239000004567 concrete Substances 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 238000005507 spraying Methods 0.000 claims description 7
- 239000010410 layer Substances 0.000 claims description 6
- 239000002131 composite material Substances 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- 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
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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
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention discloses a shallow foundation pit collapse rapid reinforcement supporting method with depth less than 10m, which belongs to the technical field of foundation pit collapse reinforcement and comprises the following steps: after the foundation pit slope collapses, performing pile soil back pressure on the collapsed foundation pit slope; performing double-row steel pipe micro pile construction on the top of a foundation pit side slope, and performing steel bar binding and concrete pouring construction of a pile top crown beam; gradually carrying out earth excavation for multiple times on the filling soil of the back pressure of the piled soil, and constructing a plurality of prestressed anchor rods and a sprayed concrete surface layer; and (3) slope is put on the undisturbed earthwork in the foundation pit at the lower part, slope protection is carried out by adopting a sprayed concrete surface layer, and reinforcement and support are completed. The method adopts double-row steel pipe micro piles as advanced support structural members, and combines the horizontal fulcrum constraint of the prestressed anchor rod to achieve the reinforcement purpose of the foundation pit side slope.
Description
Technical Field
The invention belongs to the technical field of foundation pit collapse reinforcement, and particularly relates to a shallow foundation pit collapse rapid reinforcement supporting method with depth less than 10 m.
Background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
Along with the high-speed development of urban construction, the continuous construction of underground constructions such as urban middle-high buildings, underground comprehensive pipe galleries and the like, the corresponding deep foundation pit projects are more and more numerous, the depth is deeper and deeper, and the surrounding environment is more and more complex, so that a plurality of safety accidents, especially collapse safety accidents, occur frequently, and a plurality of problems are brought to the safety and quality of the deep foundation pit projects, and the development of society is affected more seriously. Therefore, it is necessary to comprehensively understand the occurrence cause of the collapse accident of the deep foundation pit and perform reinforcement and support work after the collapse. Summarizing, pit collapse can be broadly divided into several categories:
1. the bearing capacity of the foundation pit side slope soil body is insufficient, so that the foundation pit side slope body slides;
2. the side slope is unstable due to sand burst, mud burst and the like caused by the seepage effect of surface water and underground water;
3. the strength, rigidity or stability of the supporting structure is insufficient, so that the supporting structure is damaged, the foundation pit slope is unstable, and the foundation pit collapses;
4. the water leakage of the slope roof pipeline causes the softening of soil body, the shear strength is reduced, and the collapse of the foundation pit slope is caused;
5. construction is not organized according to construction requirements, construction is not carried out according to the procedure of layered support and layered excavation, earth excavation is carried out without support, overexcavation is caused, and slope collapse is caused.
At present, the conventional reinforcement is usually carried out by adopting methods of reinforced concrete cast-in-place piles, steel sheet piles, composite soil nailing walls and the like, and the main defects of the conventional reinforcement are as follows:
1. the limited load of the slope top of the collapse foundation pit is overcome, large-scale pile foundation construction equipment is needed for constructing the reinforced concrete cast-in-place pile, and the secondary collapse of the foundation pit is easily caused when the operation of the slope top exceeds the limited load;
2. the steel sheet pile is used as a supporting structure, belongs to flexible materials, has small rigidity and low bearing capacity, and is easy to deform in a foundation pit;
3. when the steel sheet piles are driven and pulled out, the foundation pit slope soil body is disturbed, the slope top is caused to subside and deform, holes are formed when the piles are pulled out, and the slope top is caused to deform horizontally;
4. the composite soil nailing wall is reinforced by a larger space, the surrounding environment of the foundation pit is limited, more anchor cables are needed, the construction period is long, and the composite soil nailing wall cannot be implemented in temporary reinforcement engineering, so that the rapid and safe reinforcement purpose cannot be achieved.
Disclosure of Invention
Aiming at the concrete condition, the surrounding environment condition and the stratum condition of the collapse of the foundation pit, the problem that the existing reinforcement method cannot achieve reinforcement rapidly due to the influence of construction space and stratum factors is solved.
In order to achieve the above object, the present invention is realized by the following technical scheme:
in a first aspect, the invention provides a method for rapidly reinforcing and supporting collapse of a shallow foundation pit with a depth of less than 10m, which comprises the following steps:
after the foundation pit slope collapses, performing pile soil back pressure on the collapsed foundation pit slope;
performing double-row steel pipe micro pile construction on the top of a foundation pit side slope, and performing steel bar binding and concrete pouring construction of a pile top crown beam;
gradually carrying out earth excavation for multiple times on the filling soil of the back pressure of the piled soil, and constructing a plurality of prestressed anchor rods and a sprayed concrete surface layer;
and (3) slope is put on the undisturbed earthwork in the foundation pit at the lower part, slope protection is carried out by adopting a sprayed concrete surface layer, and reinforcement and support are completed.
As a further technical scheme, the soil is backfilled by plain soil, and the soil filling back pressure is carried out on the slope side line after the foundation pit collapses during the soil filling back pressure, so that the soil filling back pressure side line is formed, and the bottom of the soil filling covers the original slope bottom drainage ditch.
As a further technical scheme, the double-row steel pipe micro pile is vertically and downwards applied from the slope top of the foundation pit slope, steel bar binding and concrete pouring are carried out on the top of the double-row steel pipe micro pile in the horizontal direction, so that a crown beam is formed, and the crown beam connects the tops of the double-row steel pipe micro piles.
As a further technical scheme, the double-row steel tube mini pile crown beam is provided with longitudinal stress steel bars and stirrups, and reinforcement of the stress steel bars and the stirrups adopts structural reinforcement.
As a further technical scheme, after the concrete strength of the crown beam at the pile top of the steel pipe micro pile reaches the design requirement, performing first-step earthwork excavation on the filled soil with the back pressure of the piled soil, exposing the part length of the steel pipe micro pile, and constructing a first pre-stress anchor rod and spraying a concrete surface layer.
As a further technical scheme, carrying out second-step earthwork excavation on the foundation pit slope, and constructing a second pre-stress anchor rod and a sprayed concrete surface layer; thirdly, excavating earthwork on the foundation pit slope, and constructing a third prestressed anchor rod and a sprayed concrete surface layer; the sprayed concrete surface layer is formed by spraying on the lateral surface of the double-row steel pipe mini pile.
As a further technical scheme, the first pre-stressed anchor rod is constructed by inclining the outer leakage side face of the double-row steel pipe micro pile to the inner side of the side slope, an included angle is formed between the first pre-stressed anchor rod and the double-row steel pipe micro pile, and a waist beam is arranged at the joint of the end part of the first pre-stressed anchor rod and the outer leakage side face of the double-row steel pipe micro pile to anchor the first pre-stressed anchor rod.
As a further technical scheme, the second prestressed anchor rod is constructed by inclining the outer leakage side surface of the double-row steel pipe micro pile to the inner side of the side slope, an included angle is formed between the second prestressed anchor rod and the double-row steel pipe micro pile, and the included angle between the second prestressed anchor rod and the double-row steel pipe micro pile is larger than that between the first prestressed anchor rod and the double-row steel pipe micro pile; and a waist beam is arranged at the joint of the end part of the second pre-stress anchor rod and the lateral surface of the outer drain of the double-row steel tube mini pile, so as to anchor the second pre-stress anchor rod.
As a further technical scheme, a third prestressed anchor rod is constructed by inclining the outer leakage side surface of the double-row steel pipe micro pile to the inner side of the side slope, a certain included angle is formed between the third prestressed anchor rod and the double-row steel pipe micro pile, and the third prestressed anchor rod and the second prestressed anchor rod are arranged in parallel; and a waist beam is arranged at the joint of the end part of the third prestressed anchor rod and the lateral surface of the outer drain of the double-row steel tube mini pile, so as to anchor the third prestressed anchor rod.
As a further technical scheme, the lower foundation pit earthwork sloping top forms a lower foundation pit earthwork two-layer platform, and after the reinforcement support is completed, a slope bottom drainage ditch and a basement outer wall are constructed.
The beneficial effects of the invention are as follows:
according to the reinforcement supporting method, after the foundation pit collapses, a pile soil back pressure measure is immediately adopted, so that the influence of the foundation pit collapse on surrounding environments such as surrounding buildings, pipelines, roads and the like is avoided to the greatest extent.
According to the reinforcement supporting method, the respective advantages of the steel pipe micro pile and the anchor rod can be fully exerted through the combined supporting system of the prestressed anchor rod and the steel pipe micro pile, and the reinforcement supporting method has unique advantages in the aspects of guaranteeing stability of the foundation pit wall and limiting stability of the bottom of the foundation pit.
According to the reinforcement supporting method, the miniature steel pipe pile is used as an advanced supporting and retaining structure, the prestressed anchor rod is used as an integral reinforcement supporting structural member of the fulcrum force of the miniature steel pipe pile, and the purpose of rapid reinforcement supporting is achieved; the method can reduce the influence on the surrounding environment and the existing collapse side slope to the greatest extent, quickly and effectively strengthen and support the collapse foundation pit, and ensure the safety of the collapse foundation pit in the later excavation construction process of the foundation pit.
According to the reinforcement supporting method, the upper miniature steel pipe pile is adopted for supporting, the lower slope is opened, the lengths of the miniature piles and the anchors can be reduced to the greatest extent, the vertical rigidity of the supporting structure is enhanced, the prestress anchors can effectively control the deformation of the supporting structure in the process of excavation, and the overall stability of the supporting structure is improved.
The reinforcing and supporting method has the advantages that the construction equipment of the steel pipe mini-pile is light in weight, small in size, small in pile hole diameter, capable of penetrating various rock-soil layers and barriers, and free from occupying too much foundation pit slope top space during construction. Compared with the conventional reinforcement method, the method can avoid the operation of large-scale construction equipment on the top of the slope, avoid the secondary collapse of the foundation pit caused by disturbance, sedimentation, deformation and the like of the side slope of the foundation pit, has high construction speed, does not need to excessively increase the peripheral construction space of the foundation pit, and saves the reinforcement construction cost.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention.
FIG. 1 is a flow chart of the method for rapid reinforcement and support of shallow foundation pit collapse of the present invention;
FIG. 2 is a schematic view of the collapse of a foundation pit slope of the present invention;
FIG. 3 is a schematic view of the back pressure of the piled soil after the foundation pit slope is collapsed;
FIG. 4 is a schematic diagram of the construction of double-row steel pipe micro piles by using a drilling machine at the top of a foundation pit after the back pressure of pile soil;
FIG. 5 is a schematic view of a crown beam of a pile top of a newly added steel pipe mini pile;
FIG. 6 is a schematic illustration of a foundation pit slope of the present invention with a first step of earth excavation and construction of a first pre-stressed anchor and shotcrete facing;
FIG. 7 is a schematic illustration of the second step of earth excavation of the foundation pit slope of the present invention with construction of a second pre-stressed anchor and shotcrete facing;
FIG. 8 is a schematic illustration of a third step of earth excavation of a foundation pit slope and construction of a third pre-stressed anchor and shotcrete face;
FIG. 9 is a schematic view of the third prestressed anchor of the present invention for the undisturbed earthwork downhill and shotcrete surface course support in the foundation pit;
FIG. 10 is a schematic view of a newly added double-row steel tube mini-crown Liang Peijin;
in the figure: the mutual spacing or size is exaggerated for showing the positions of all parts, and the schematic drawings are used only for illustration;
the foundation pit is characterized by comprising a foundation pit primary side slope line, a foundation pit collapse rear side slope line, a slope bottom drainage ditch, a foundation pit side slope bottom line, a foundation pit side slope top line, a pile soil back pressure side line, a double-row steel pipe micro pile, a crown beam, a first prestressed anchor rod, a waist beam, a sprayed concrete surface layer, a second prestressed anchor rod, a third prestressed anchor rod, a sprayed concrete surface layer, a lower foundation pit earth square two-layer platform, a basement outer wall, a longitudinal stress steel bar and a stirrup.
Detailed Description
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the invention. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.
In a typical embodiment of the invention, as shown in fig. 1, a method for quickly reinforcing and supporting collapse of a shallow foundation pit with a depth of less than 10m is provided, and the supporting method is suitable for reinforcing and supporting collapse of a foundation pit slope under various geological conditions, is not limited by field space, and can effectively avoid secondary disturbance, sedimentation and deformation of the foundation pit slope after collapse.
The foundation pit slope top has foundation pit slope roof line 5, and foundation pit slope bottom has foundation pit slope bottom line 4, and foundation pit slope bottom sets up the slope bottom escape canal 3, and foundation pit primary side slope face line 1 forms foundation pit slope back slope side line 2 after the foundation pit slope collapses.
Specifically, the reinforcement and support method comprises the following steps:
1) Firstly, immediately performing pile soil back pressure on a collapsed foundation pit side slope after the foundation pit side slope collapses, wherein the pile soil can be backfilled by plain soil;
and (3) during the pile soil back pressure, the slope formed by the slope side line 2 after the foundation pit collapses is subjected to the pile soil back pressure, so that a pile soil back pressure side line 6 is formed, and the bottom of the pile soil is covered with the original slope bottom drainage ditch 3.
2) After the pile soil of the foundation pit side slope is back-pressed, constructing the double-row steel pipe micro pile 7 by utilizing construction equipment such as a small geological drilling machine and the like on the foundation pit side slope top, and vertically and downwards constructing the double-row steel pipe micro pile 7 from the foundation pit side slope top;
the small construction equipment is light in weight, small in occupied space and small in disturbance to the existing collapse side slope; and the diameter and length of the steel pipe of the newly added steel pipe mini pile are calculated according to corresponding technical specifications.
3) After the construction of the steel pipe mini-type pile is completed, carrying out steel bar binding and concrete pouring construction of a pile top crown beam;
specifically, steel bar binding and concrete pouring are carried out on the tops of the double-row steel tube micro piles in the horizontal direction, after the steel bar binding and concrete pouring are completed, crown beams 8 are formed on the tops of the double-row steel tube micro piles, and the crown beams 8 are horizontally arranged to connect the tops of the double-row steel tube micro piles.
The crown beam of the double-row steel pipe mini pile is provided with longitudinal stress steel bars 17 and stirrups 18, the stress steel bars and the stirrups can be reinforced by adopting a structure, and the crown beam can increase the integrity of the steel pipe mini pile.
4) After the concrete strength of the crown beam at the pile top of the steel pipe micro pile reaches the design requirement, performing first-step earth excavation on the filled soil with the back pressure of the piled soil to expose the part length of the steel pipe micro pile, constructing a first pre-stress anchor rod 9 and spraying a concrete surface layer, and calculating the anchor rod length according to corresponding technical specifications;
the first pre-stress anchor rod 9 is constructed by inclining the outer leakage side face of the double-row steel pipe micro pile 7 to the inner side of the side slope, a certain included angle is formed between the first pre-stress anchor rod 9 and the double-row steel pipe micro pile 7, and a waist beam 10 is arranged at the joint of the end part of the first pre-stress anchor rod 9 and the outer leakage side face of the double-row steel pipe micro pile 7 to anchor the first pre-stress anchor rod 9.
5) Performing second-step earthwork excavation on the foundation pit slope, constructing a second prestressed anchor rod and spraying a concrete surface layer, and calculating the length of the anchor rod according to corresponding technical specifications;
the earth excavation is that on the basis of the first earth excavation, the second earth excavation is carried out downwards on the filling soil with the back pressure of the piled soil; the second pre-stress anchor rod 12 is constructed by inclining the outer leakage side surface of the double-row steel pipe micro pile 7 to the inner side of the side slope, a certain included angle is formed between the second pre-stress anchor rod 12 and the double-row steel pipe micro pile 7, and the included angle between the second pre-stress anchor rod 12 and the double-row steel pipe micro pile 7 is larger than the included angle between the first pre-stress anchor rod 9 and the double-row steel pipe micro pile 7; and a waist beam 10 is arranged at the joint of the end part of the second pre-stress anchor rod 12 and the outer leakage side surface of the double-row steel tube mini pile 7, and the second pre-stress anchor rod 12 is anchored.
6) Thirdly, excavating earthwork on the foundation pit slope, constructing a third prestressed anchor rod 13 and spraying a concrete surface layer, and calculating the anchor rod length according to corresponding technical specifications;
wherein, the earth excavation is to continue the third earth excavation to the filling soil of the back pressure of the piled soil downwards on the basis of the second earth excavation; the third prestressed anchor rod 13 is constructed by inclining the outer leakage side surface of the double-row steel pipe micro pile 7 to the inner side of the side slope, a certain included angle is formed between the third prestressed anchor rod 13 and the double-row steel pipe micro pile 7, and the third prestressed anchor rod 13 and the second prestressed anchor rod 12 are arranged in parallel; and a waist beam 10 is arranged at the joint of the end part of the third prestressed anchor rod 13 and the lateral surface of the outer drain of the double-row steel tube mini pile 7, so as to anchor the third prestressed anchor rod 13. The sprayed concrete surface layer 11 is formed by spraying on the lateral surface of the double-row steel pipe mini pile.
7) The third prestressed anchor rod 13 is used for discharging the undisturbed earthwork in the foundation pit at the lower part of the foundation pit, the slope is protected by adopting a sprayed concrete surface layer 14, and the slope and the height of the slope are comprehensively determined according to the physical and mechanical properties of an actual rock-soil layer; the lower foundation pit earthwork sloping top forms a lower foundation pit earthwork two-layer platform 15.
8) After the reinforcement support is completed, the slope bottom gutters and basement exterior walls 16 may be constructed.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A shallow foundation pit collapse rapid reinforcement supporting method with depth less than 10m is characterized by comprising the following steps:
after the foundation pit slope collapses, performing pile soil back pressure on the collapsed foundation pit slope;
performing double-row steel pipe micro pile construction on the top of a foundation pit side slope, and performing steel bar binding and concrete pouring construction of a pile top crown beam;
gradually carrying out earth excavation for multiple times on the filling soil of the back pressure of the piled soil, and constructing a plurality of prestressed anchor rods and a sprayed concrete surface layer;
and (3) slope is put on the undisturbed earthwork in the foundation pit at the lower part, slope protection is carried out by adopting a sprayed concrete surface layer, and reinforcement and support are completed.
2. The method for quickly reinforcing and supporting collapse of shallow foundation pits with depth less than 10m according to claim 1, wherein the piled soil is backfilled with plain soil, and the piled soil is back-pressed on the slope side line after the foundation pit is collapsed to form a piled soil back-pressing side line, and the bottom of the piled soil covers the original slope bottom drainage ditch.
3. The rapid reinforcement and support method for collapse of shallow foundation pits with depth less than 10m as claimed in claim 1, wherein the double-row steel pipe micro pile is vertically and downwardly applied from the slope top of the foundation pit slope, reinforcement binding and concrete pouring are carried out on the top of the double-row steel pipe micro pile in a horizontal direction to form a crown beam, and the crown beam connects the tops of the double-row steel pipe micro pile.
4. The method for quickly reinforcing and supporting collapse of shallow foundation pits with depth less than 10m according to claim 3, wherein longitudinal stress steel bars and stirrups are arranged on the double-row steel tube mini pile crown beam, and reinforcement of the stress steel bars and the stirrups is constructed.
5. The method for quickly reinforcing and supporting collapse of shallow foundation pits with depth less than 10m according to claim 1, wherein after the concrete strength of the crown beam at the top of the steel pipe micro pile reaches the design requirement, the first-step earth excavation is carried out on the filled soil with the back pressure of the piled soil, the part length of the steel pipe micro pile is exposed, and a first pre-stress anchor rod and a sprayed concrete surface layer are constructed.
6. The method for quickly reinforcing and supporting collapse of shallow foundation pits with the depth less than 10m according to claim 5, wherein the foundation pit slope is subjected to a second-step earth excavation, and a second pre-stress anchor rod and a sprayed concrete surface layer are constructed; thirdly, excavating earthwork on the foundation pit slope, and constructing a third prestressed anchor rod and a sprayed concrete surface layer; the sprayed concrete surface layer is formed by spraying on the lateral surface of the double-row steel pipe mini pile.
7. The rapid reinforcement and support method for collapse of shallow foundation pit with depth less than 10m according to claim 5, wherein the first pre-stressed anchor rod is constructed by inclining the outer leakage side surface of the double-row steel pipe mini pile to the inner side of the side slope, the first pre-stressed anchor rod and the double-row steel pipe mini pile have an included angle, and a waist beam is arranged at the joint of the end part of the first pre-stressed anchor rod and the outer leakage side surface of the double-row steel pipe mini pile to anchor the first pre-stressed anchor rod.
8. The rapid reinforcement and support method for collapse of shallow foundation pit with depth less than 10m as set forth in claim 6, wherein the second prestressed anchor rod is constructed by the outer leakage side face of the double-row steel pipe micro pile being inclined to the inner side of the side slope, the second prestressed anchor rod and the double-row steel pipe micro pile have an included angle, and the included angle of the second prestressed anchor rod and the double-row steel pipe micro pile is larger than the included angle of the first prestressed anchor rod and the double-row steel pipe micro pile; and a waist beam is arranged at the joint of the end part of the second pre-stress anchor rod and the lateral surface of the outer drain of the double-row steel tube mini pile, so as to anchor the second pre-stress anchor rod.
9. The rapid reinforcement and support method for collapse of shallow foundation pit with depth less than 10m as set forth in claim 6, wherein the third prestressed anchor rod is constructed by inclining the outer leakage side surface of the double-row steel pipe mini pile to the inner side of the side slope, the third prestressed anchor rod and the double-row steel pipe mini pile have a certain included angle, and the third prestressed anchor rod and the second prestressed anchor rod are arranged in parallel; and a waist beam is arranged at the joint of the end part of the third prestressed anchor rod and the lateral surface of the outer drain of the double-row steel tube mini pile, so as to anchor the third prestressed anchor rod.
10. The rapid reinforcement and support method for collapse of shallow foundation pits with depth less than 10m as set forth in claim 1, wherein the lower foundation pit earthwork laying slope top forms a lower foundation pit earthwork two-layer platform, and after reinforcement and support are completed, a slope bottom drainage ditch and a basement outer wall are constructed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310041853.9A CN116479897A (en) | 2023-01-12 | 2023-01-12 | Shallow foundation pit collapse rapid reinforcement supporting method with depth smaller than 10m |
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| CN202310041853.9A CN116479897A (en) | 2023-01-12 | 2023-01-12 | Shallow foundation pit collapse rapid reinforcement supporting method with depth smaller than 10m |
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| CN116479897A true CN116479897A (en) | 2023-07-25 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118087553A (en) * | 2024-04-23 | 2024-05-28 | 山东普济建设集团有限公司 | Double-row miniature pile foundation pit supporting structure and construction method |
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2023
- 2023-01-12 CN CN202310041853.9A patent/CN116479897A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118087553A (en) * | 2024-04-23 | 2024-05-28 | 山东普济建设集团有限公司 | Double-row miniature pile foundation pit supporting structure and construction method |
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