CN110924433A - Design method of subway foundation pit foot-hanging pile enclosure structure in upper-soft lower-hard rock stratum - Google Patents
Design method of subway foundation pit foot-hanging pile enclosure structure in upper-soft lower-hard rock stratum Download PDFInfo
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- CN110924433A CN110924433A CN201911249509.9A CN201911249509A CN110924433A CN 110924433 A CN110924433 A CN 110924433A CN 201911249509 A CN201911249509 A CN 201911249509A CN 110924433 A CN110924433 A CN 110924433A
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- 239000011435 rock Substances 0.000 title claims abstract description 60
- 238000000034 method Methods 0.000 title claims abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 55
- 239000010959 steel Substances 0.000 claims abstract description 55
- 238000010276 construction Methods 0.000 claims abstract description 27
- 238000011065 in-situ storage Methods 0.000 claims description 14
- 238000005507 spraying Methods 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000005422 blasting Methods 0.000 claims description 5
- 238000005553 drilling Methods 0.000 abstract description 8
- 230000015572 biosynthetic process Effects 0.000 description 10
- 238000005755 formation reaction Methods 0.000 description 10
- 238000010586 diagram Methods 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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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
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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Abstract
A design method of a subway foundation pit foot-hanging pile enclosure structure in a rock stratum with soft upper part and hard lower part. The invention relates to the technical field of underground construction engineering construction; in particular to a method for adopting the design of a foundation pit enclosure structure in excavating and constructing an underground subway station in a soft upper weathered rock stratum and a hard lower weathered rock stratum. The invention adopts the large-diameter bored pile with large rigidity to enclose in the weak rock stratum at the upper part, and the slightly weathered flow pattern rock stratum with large hard strength at the lower part has small deformation and difficult large-diameter drilling construction, so the invention adopts the steel pipe pile with small diameter and easy construction, and the two piles form effective connection. The method solves the problem that the construction of the fender post in the weathered rock stratum with soft top and hard bottom is difficult; the problem of effective connection of two discontinuous pile types up and down the foundation pit is solved; the problem of upper portion drilling bored concrete pile topple over unstability is solved to upper portion drilling bored concrete pile and lower part steel-pipe pile be connected, adopts the anchor rope to lock the pile foot.
Description
Technical Field
The invention relates to the technical field of underground construction engineering construction; in particular to a method for adopting the design of a foundation pit enclosure structure in excavating and constructing an underground subway station in a soft upper weathered rock stratum and a hard lower weathered rock stratum.
Background
With the development of cities and the construction of rail transit, more and more cities build subways. For cities where underground rock formations develop, such as Qingdao, Shenzhen, mansion door, Chongqing and the like, because the upper part of the underground rock formations is influenced by weathering, the rock formations have low strength, and the slightly weathered rock formations with small influence of weathering on the lower part of the underground rock formations have high strength, so that the underground rock formations are soft at the upper part and hard at the lower part. A subway foundation pit is excavated in a weathered rock stratum which is soft at the top and hard at the bottom, and if a bored pile is adopted to reach the bottom, holes are difficult to form in a weathered and slightly weathered flow pattern rock stratum, the construction is slow, the construction cost is huge, and the construction period is delayed. However, if one steel pipe pile easy to construct is adopted, the strength of the strongly weathered flow pattern rock stratum at the upper part is low, the deformation is large, the rigidity of the steel pipe pile is small, the capability of resisting the deformation of the foundation pit is poor, and the risk of excavating the foundation pit is large. Under the condition that the strength of the upper strongly weathered flow pattern rock stratum is low, the deformation is large, and a bored pile with large rigidity is required to be used for enclosing, and the construction of the bored pile with large diameter in the strongly weathered flow pattern rock stratum is very easy, so that the bored pile with large rigidity is adopted in the strongly weathered flow pattern rock stratum with low strength at the upper part; the strength of the weathered and slightly weathered flow pattern rock stratum in the lower part is high, the deformation of the foundation pit is small, the hole forming by adopting the large-diameter cast-in-situ bored pile is difficult, unnecessary waste is caused, the construction by adopting the small-diameter steel pipe pile with small rigidity is easy, the rigidity requirement of the foundation pit enclosure structure can be met, and the cost is saved. However, two types of piles are adopted in the vertical direction of the foundation pit, the upper pile and the lower pile are vertically discontinuous, when the foundation pit is excavated to the bottom of the upper bored pile, the upper pile can be toppled and destabilized, so that the two types of piles must be effectively connected, and the upper bored pile cannot topple and destabilize when the foundation pit is excavated to the bottom of the upper pile, so that a leg locking waist beam is poured at a position 2m away from the bottom of the steel pipe pile top and the bored pile, the 2m pile leg is inserted into the middle-stroke fluidized bed rock stratum anchoring section, an anchor cable is arranged at the leg locking waist beam, the pile leg of the upper bored pile and the pile leg of the steel pipe pile are locked, and the upper bored pile and the lower steel pipe pile are effectively connected to form the hanging foot pile.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person skilled in the art.
Disclosure of Invention
The invention aims to provide a design method of a subway foundation pit foot-hanging pile enclosure structure in a rock stratum with soft upper part and hard lower part, and solves the technical problems in the prior art.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention provides a design method of a subway foundation pit foot-hanging pile enclosure structure in a soft-up and hard-down rock stratum, which comprises the following steps:
1) leveling a field, constructing cast-in-situ bored piles in the circumferential direction of a foundation pit, wherein the cast-in-situ bored piles penetrate through a miscellaneous fill layer and a strongly weathered flow pattern rock layer and are driven into the moderately weathered flow pattern rock layer for at least 2m to serve as an embedded end;
2) constructing a crown beam, a retaining wall and a sump, excavating a foundation pit to be below a first steel support, and erecting the first steel support;
3) continuously excavating the foundation pit to a position below the medium-stroke fluidized bed rock stratum, constructing a steel pipe pile, and driving the steel pipe pile into a position 2.5m below the bottom of a station foundation pit to be embedded and fixed; then, a leg locking waist beam is poured, the steel pipe pile and the cast-in-situ bored pile are connected and anchored together through the leg locking waist beam, a leg locking pre-stressed anchor cable is arranged, and the pile leg of the cast-in-situ bored pile and the pile top of the steel pipe pile are locked through the pre-stressed anchor cable;
4) continuously blasting and excavating the foundation pit to be below a first anchor rod, arranging the first anchor rod, hanging a net and performing anchor spraying on the side wall of the foundation pit, and circularly excavating the foundation pit, arranging the anchor rod and performing anchor spraying in sequence until the bottom of the blasting and excavating foundation pit is below the position of a station bottom plate;
5) laying a station bottom plate and a side wall waterproof layer, pouring the station bottom plate, and then sequentially pouring a main body side wall, a structural column, a floor slab and a top plate of the station;
6) laying a waterproof layer of a top plate of the station, backfilling a foundation pit, removing the first support, recovering the road surface, and finally pouring the secondary structure platform in the station to finish the structure construction.
As a further technical scheme, in the step 1), the diameter of the bored pile is 0.8mm, and the horizontal distance is 1.4m, the diameter of the bored pile is at least more than 2m in the weathered rhyolite layer during driving of the bored pile.
As a further technical scheme, the foundation pit is excavated in the step 2) to be 0.5m below the first steel support, the diameter of the first steel support is 0.609m, and the horizontal distance is 6 m.
As a further technical scheme, in the step 3), excavation of the foundation pit is continued at least to below 2m of the weathered flow stratum, and then the steel pipe pile is constructed; the diameter of the steel pipe piles is 146mm, and the distance between the steel pipe piles is 1 m; the steel pipe pile enters a slightly weathered flow pattern rock stratum by at least 2.5 m; and then pouring the lock leg waist beam.
As a further technical scheme, in the step 3), the prestressed anchor cable is a 7 Φ s15.2 prestressed steel strand, that is, a 7-strand cable, the diameter of the 7.2 mm prestressed anchor cable is provided with a bonded steel strand, the standard tensile strength of the prestressed anchor cable is fpk-1860 MPa, and the prestressed anchor cable is arranged between piles, that is, two piles and one anchor.
As a further technical scheme, the anchor rods in the step 4) adopt twisted steel bars with the diameter of 25mm, and the distance between the anchor rods is 2 m; the thickness of the side wall of the net hanging anchor spraying foundation pit is 100 mm.
By adopting the technical scheme, the invention has the following beneficial effects:
1. the design problem of excavation foundation pit enclosure structures in weathered rock strata, upper soft and lower hard weathered rock strata is solved. If a single cast-in-situ bored pile is adopted to reach the bottom, the construction speed of the medium weathered flow pattern rock stratum is slow, and the pile forming of the slightly weathered flow pattern rock stratum is difficult;
2. weathered rock area subway station foundation ditch rock stratum is soft down hard, and two kinds of different grade type fender piles are discontinuous on the foundation ditch degree of depth, have solved the effective connection and the anchor problem of two kinds of stake types, are about to lock the stake foot and the steel-pipe pile top of upper portion bored concrete pile for upper portion bored concrete pile and lower part steel-pipe pile carry out effective connection and form and hang the foot stake, prevent that upper portion bored concrete pile from empting the unstable problem.
3. The combination of the large-diameter cast-in-situ bored pile and the small-diameter steel pipe pile is adopted in the upper soft and lower hard rock strata, so that the construction is easy, the construction period is shortened, the investment cost is saved, and the wide economic benefit and social benefit are achieved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic view of a construction structure in step 1 of the embodiment of the present invention;
FIG. 2 is a schematic diagram of a construction structure in step 2 of the embodiment of the present invention;
FIG. 3 is a schematic diagram of a construction structure in step 3 of the embodiment of the present invention;
FIG. 4 is a schematic diagram of a construction structure in step 4 of the embodiment of the present invention;
FIG. 5 is a schematic diagram of a construction structure in step 5 of the embodiment of the present invention;
FIG. 6 is a schematic view of a construction structure in step 6 of the embodiment of the present invention;
icon: 1-miscellaneous fill; 2-strongly weathered flow-textured rock formations; 3-stroke formation of a fluid-textured formation; 4-slightly weathered flow-textured rock formations; 5-field; 6-drilling a cast-in-place pile; 7-a crown beam; 8, foundation pit; 9-a first steel support; 10, a foundation pit; 11-steel pipe piles; 12-locking the leg waist rail; 13-prestressed anchorage cable; 14-anchor rod; 15-anchor spraying the side wall of the foundation pit; 16-pit bottom; 17-station floor; 18-side wall of main body of station; 19-structural pillars; 20-a floor slab; 21-a top plate; 22-waterproof layer of station roof; 23-backfilling; 24-station platform structure.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
With reference to fig. 1 to 6, the present embodiment provides a method for designing a support structure of a foundation pit footing pile of a subway in a rock stratum with a soft upper part and a hard lower part, including the following steps:
step 1: leveling a field 5, constructing bored piles 6 at the periphery of a foundation pit by adopting a rotary drilling rig, wherein the bored piles 6 penetrate through a miscellaneous fill layer 1 and a strongly weathered flow pattern rock layer 2 and are driven into the moderately weathered flow pattern rock layer 3 for at least more than 2m, the diameter of each bored pile 6 is 0.8mm, and the horizontal distance between every two bored piles 6 is 1.4 m;
step 2: constructing a crown beam 7, a retaining wall and a water collecting pit, excavating a foundation pit 8 to be 0.5m below a first steel support 9, erecting the first steel support 9, wherein the diameter of the first steel support 9 is 0.609m, and the horizontal distance is 6 m;
and step 3: continuously excavating the foundation pit 10 at least until the weathered flow pattern rock stratum 3 is at least below 2m, constructing the steel pipe pile 11, wherein the diameter of the steel pipe pile 11 is 146mm, the distance is 1m, the steel pipe pile 11 is driven into the bottom 16 of the station foundation pit and enters the weathered flow pattern rock stratum 4 at least below 2.5 m; then a foot locking waist beam 12 is poured, the steel pipe pile 11 and the cast-in-situ bored pile 6 are connected and anchored together through the foot locking waist beam 12, a foot locking prestressed anchor cable 13 is arranged in a driving mode, the prestressed anchor cable 13 is used for locking the pile foot of the cast-in-situ bored pile 6 and the pile top of the steel pipe pile 11, a prestressed steel strand (7 phi s15.2) is adopted for the prestressed anchor cable 13, namely a bundle of 7 wires is formed, a bonded steel strand is arranged at the diameter of 15.2mm, the standard tensile strength is fpk which is 1860MPa, the prestressed anchor cable is arranged among piles (two piles and one anchor), the standard spacing is 2.0m, and the length and the bundle number of the anchor cable are determined according to foundation pit;
and 4, step 4: continuously blasting and excavating the foundation pit to be below the first anchor rod, arranging anchor rods 14, wherein the anchor rods are made of twisted steel with the diameter of 25mm, the distance is 2m, the anchor rods are arranged in a quincunx shape, the thickness of the side wall of the net-hanging anchor-shotcreting foundation pit is 15 mm, and the foundation pit is circularly excavated, the anchor rods and the anchor shotcreting are arranged in sequence until the bottom 16 of the blasting and excavating foundation pit is positioned below a station bottom plate 17;
and 5: laying a station bottom plate and a side wall waterproof layer, pouring a station bottom plate 17, and then sequentially pouring a station main body side wall 18, a structural column 19, a floor slab 20 and a top plate 21;
step 6: laying a station roof waterproof layer 22, backfilling a foundation pit 23, removing the first support 9, recovering the field 5, and finally pouring a station internal secondary structure platform 24 to complete the structure construction.
In a subway foundation pit in a rock stratum with soft upper part and hard lower part, because the strength of a weathered rock stratum at the upper part is low and the excavation deformation of the foundation pit is large, a large-diameter cast-in-situ bored pile with high rigidity is required to be adopted for enclosing, so that the large deformation of the foundation pit is prevented, and because the strength of rocks is low, the large-diameter bored construction is easy; the slightly weathered flow pattern rock stratum at the lower part has high hardness and small deformation, and large-diameter drilling is difficult to construct, so that the construction is easy by adopting a steel pipe pile with a small diameter.
Because the upper part of the foundation pit support structure is a cast-in-place pile, the lower part of the foundation pit support structure is a steel pipe pile, the upper pile and the lower pile are vertically discontinuous, if the foundation pit is excavated to the bottom of the cast-in-place pile at the upper part, the pile at the upper part can overturn and be unstable, in order to solve the problem, the two piles are effectively connected, a leg locking waist beam is poured at the position of an embedded section, which is met by the top of the steel pipe pile and the bottom of the cast-in-place pile, in a stroke flow pattern rock stratum generally, the pile leg 2m below the pile leg is used as an anchoring section inserted into the rock stratum, the size of the waist beam is determined according to foundation pit calculation, the pile leg of the cast-in-place pile leg and the top of the steel pipe are connected, an anchor rope is arranged at the leg locking waist beam, the length and the distance of the anchor rope are determined according to calculation and.
In conclusion, the design problem of excavation of the enclosure structure of the foundation pit in the weathered rock stratum with the soft upper part and the hard lower part is solved; the problem of effective connection of two discontinuous pile types up and down the foundation pit is solved; the problem of upper portion drilling bored concrete pile topple over unstability is solved to upper portion drilling bored concrete pile and lower part steel-pipe pile be connected, adopts the anchor rope to lock the pile foot.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (6)
1. The design method of the enclosure structure of the foundation pit foot-hanging pile of the subway in the upper soft and lower hard rock stratum is characterized by comprising the following steps of:
1) leveling a field, constructing cast-in-situ bored piles around a foundation pit, wherein the cast-in-situ bored piles penetrate through a miscellaneous fill layer and a strongly weathered flow pattern rock layer and are driven into the middle weathered flow pattern rock layer for at least 2m to serve as embedded ends;
2) constructing a crown beam, a retaining wall and a sump, excavating a foundation pit to be below a first steel support, and erecting the first steel support;
3) continuously excavating the foundation pit to a position below the medium-stroke fluidized bed rock stratum, and constructing a steel pipe pile, wherein the steel pipe pile is driven into the position below the bottom of the station foundation pit by at least 2.5 m; then, a leg locking waist beam is poured, the steel pipe pile and the cast-in-situ bored pile are connected and anchored together through the leg locking waist beam, a leg locking pre-stressed anchor cable is arranged, and the pile leg of the cast-in-situ bored pile and the pile top of the steel pipe pile are locked through the pre-stressed anchor cable;
4) continuously blasting and excavating the foundation pit to be below a first anchor rod, arranging the first anchor rod, hanging a net and performing anchor spraying on the side wall of the foundation pit, and circularly excavating the foundation pit, arranging the anchor rod and performing anchor spraying in sequence until the bottom of the foundation pit under the bottom plate of the station is blasted and excavated;
5) laying a station bottom plate and a side wall waterproof layer, pouring the station bottom plate, and then sequentially pouring a main body side wall, a structural column, a floor slab and a top plate of the station;
6) laying a waterproof layer of a top plate of the station, backfilling a foundation pit, removing the first support, recovering the road surface, and finally pouring the secondary structure platform in the station to finish the structure construction.
2. The method for designing a foundation pit foot pile enclosure for a subway as claimed in claim 1, wherein said bored pile in step 1) has a diameter of 0.8mm and a horizontal pitch of 1.4 m.
3. A design method of a foundation pit foot pile enclosure structure for a subway in a soft upper and hard lower rock stratum as claimed in claim 1, wherein the excavation foundation pit in step 2) is 0.5m below the first steel support, the diameter of the first steel support is 0.609m, and the horizontal spacing is 6m to 9 m.
4. The design method of the enclosure structure of the footing piles of the subway foundation pit in the upper soft and lower hard rock stratum according to claim 1, wherein in the step 3), the foundation pit is continuously excavated at least below 2m of the middle weathered flow pattern rock stratum, and then the steel pipe pile is constructed; the diameter of the steel pipe piles is 146mm, and the distance between the steel pipe piles is 1 m; the steel pipe pile enters a slightly weathered flow pattern rock stratum by at least 2.5 m; and then pouring the lock leg waist beam.
5. The method for designing a foundation pit foot-hanging pile enclosure structure for a subway in an upper soft and lower hard rock stratum as claimed in claim 1, wherein said prestressed anchor cable in step 3) is a 7 Φ s15.2 prestressed steel strand, i.e. a 7-strand, 15.2mm in diameter with a bonded steel strand, with a standard tensile strength of fpk-1860 MPa, and is arranged between piles, i.e. two piles and one anchor.
6. The method for designing a foundation pit foot pile enclosure structure for a subway according to claim 1, wherein the anchor rods in step 4) are twisted steel bars with a diameter of 25mm, and the distance between the anchor rods is 2 m; the thickness of the side wall of the net hanging anchor spraying foundation pit is 100 mm.
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| CN111877358A (en) * | 2020-07-21 | 2020-11-03 | 成都市建筑设计研究院 | Supporting structure, building and construction method of soft rock foundation pit at lower part of upper soil layer |
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| CN112323815A (en) * | 2020-11-11 | 2021-02-05 | 中国电建集团华东勘测设计研究院有限公司 | Soil rock combines stratum deep basal pit suspension foot stake supporting construction |
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