CN112854204A - Construction method for overhead bridge drilling pile in tunnel dock type structure range - Google Patents
Construction method for overhead bridge drilling pile in tunnel dock type structure range Download PDFInfo
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- CN112854204A CN112854204A CN202110018113.4A CN202110018113A CN112854204A CN 112854204 A CN112854204 A CN 112854204A CN 202110018113 A CN202110018113 A CN 202110018113A CN 112854204 A CN112854204 A CN 112854204A
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- 238000005553 drilling Methods 0.000 title claims abstract description 37
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 186
- 239000010959 steel Substances 0.000 claims abstract description 186
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 63
- 238000003466 welding Methods 0.000 claims abstract description 16
- 230000001681 protective effect Effects 0.000 claims abstract description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 12
- 230000005484 gravity Effects 0.000 claims description 6
- 239000004615 ingredient Substances 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 4
- 230000000694 effects Effects 0.000 description 5
- 239000002689 soil Substances 0.000 description 3
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 2
- 235000011941 Tilia x europaea Nutrition 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000004571 lime Substances 0.000 description 2
- 239000000843 powder Substances 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000012986 modification Methods 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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Abstract
The invention relates to the technical field of bridge construction, in particular to a construction method of a drilling pile of an overhead bridge in a tunnel dock type structure range, which comprises the following steps: calculating the distribution of the pile foundations of the viaduct bridge, and staggering the pile foundations of the crossing tunnel dock type structure to the tunnel dock type structure; analyzing the distribution of the tunnel dock type structure, and determining the position of a drilling hole; drawing the diameter range of a drill hole and the boundary of the tunnel dock type structure on the construction ground; a plurality of reinforcing steel bars are driven into the ground surface at the position between the outside of the diameter range of the drill hole and the outside of the boundary of the tunnel dock type structure; welding parallel steel plates at one ends of the reinforcing steel bars exposed out of the ground surface, and welding a plurality of first steel cable connecting rings on the parallel steel plates; a plurality of steel brazes are driven into the ground surface on two sides of the tunnel dock type structure, and a second steel cable connecting ring is welded at one end of each steel brade, which is exposed out of the ground surface; fixing the steel cable between the first steel cable connecting ring and the second steel cable connecting ring and tensioning the steel cable; driving a pile foundation protective pipe into the well-drawn drilling position; and drilling holes in the range of the pile foundation protective pipe.
Description
Technical Field
The disclosure relates to the technical field of bridge construction, in particular to a construction method of a drilling pile of an overhead bridge in a tunnel dock type structure range.
Background
At present, the viaduct foundation on the soft soil foundation mainly adopts grouped piles, bearing platforms and upright columns, and the diameter of a pile body of the adopted cast-in-situ bored pile is generally 600-1200 mm. However, in actual construction, due to the restriction of the construction site, the viaduct is often required to cross over various existing structures such as railways and tunnels. For example, in a viaduct project, piers on both sides of an east-side viaduct are arranged on the inner sides of original tunnel retaining walls, and pier columns abut against a tunnel structure. The foundation for constructing the viaduct will cause damage to the in-situ tunnel dock type structure, if the foundation is not properly treated, the use of the tunnel will be seriously influenced, even the adverse effect on the running railway will be generated, so the whole project implementation scheme must be optimized, and the influence of the project on the tunnel structure is reduced to the minimum under the condition of ensuring the quality of the viaduct project. According to the existing construction scheme: adopting a multi-pile foundation, wherein the bearing platforms influencing the dock type structure on two sides of the railway box culvert adopt 7-9 phi 800 drilled piles as pile foundations, and the piles are arranged on the inner side and the outer side of the tunnel retaining wall; the construction of the inner side piles penetrates through a bottom plate of the tunnel dock type structure, a bearing platform is arranged below the tunnel dock type structure, an original tunnel structure needs to be opened in the construction, the damage to the tunnel dock type structure is too large, the tunnel dock type structure cannot be used during the construction, and the problem of low construction efficiency exists.
Disclosure of Invention
In order to solve the technical problem or at least partially solve the technical problem, the present disclosure provides a method for constructing a drilling pile of an overhead bridge in a range of a tunnel dock structure, which is safe to construct and causes little damage to the tunnel dock structure.
The invention provides a construction method of a drilling pile of an overhead bridge in a tunnel dock type structure range, which comprises the following steps:
s101, calculating the distribution of viaduct beam pile foundations, staggering pile foundations of a crossing tunnel dock type structure to the tunnel dock type structure, and planning the pile foundations to two sides of the tunnel dock type structure;
s102, analyzing the distribution of the tunnel dock type structure, and determining the position of a drilling hole;
s103, drawing the diameter range of a drill hole and the boundary of the dock structure on the construction ground;
s104, a plurality of reinforcing steel bars are driven into the ground surface at the position between the outside of the diameter range of the drill hole and the outside of the boundary of the tunnel dock type structure;
s105, welding parallel steel plates at one ends of the reinforcing steel bars exposed out of the ground surface, and welding a plurality of first steel cable connecting rings on the parallel steel plates;
s106, a plurality of steel cables are driven into the ground surface on two sides of the tunnel dock type structure, and a second steel cable connecting ring is welded on one end, exposed out of the ground surface, of each steel cable;
s107, fixing a steel cable on the first steel cable connecting ring, fixedly connecting one end, far away from the first steel cable connecting ring, of the steel cable with a second steel cable connecting ring, and tensioning the steel cable, wherein the first steel cable connecting ring and the second steel cable connecting ring are respectively positioned on two sides of the tunnel dock type structure;
s108, driving a pile foundation protective pipe into the well-drawn drilling position;
s109, drilling in the range of pile foundation protection pipes;
and S110, putting a reinforcement cage into the drilled pile foundation hole, pouring concrete for vibration, and completing the construction of the pile.
Optionally, the pile foundations on two sides of the tunnel dock type structure are separately constructed, and the pile foundation on one side of the tunnel dock type structure is constructed and then the pile foundation on the other side of the tunnel dock type structure is constructed.
Optionally, in step S104, the diameter of each reinforcing steel bar is 10cm, the distance between two adjacent reinforcing steel bars is 20cm, the distribution range of the plurality of reinforcing steel bars is equal to the construction range of a pile foundation, and the positions of the ends of the plurality of reinforcing steel bars, which are driven into the ground, are all lower than the bottom surface of the tunnel dock structure.
Optionally, when the pile foundation on the right side of the tunnel dock type structure is constructed, a plurality of reinforcing steel bars are driven into the ground on the right side of the tunnel dock type structure, and a plurality of steel rods are driven into the ground on the left side of the tunnel dock type structure; when the pile foundation on the left side of the tunnel dock type structure is constructed, a plurality of reinforcing steel bars are driven into the ground on the left side of the tunnel dock type structure, and a plurality of steel rods are driven into the ground on the right side of the tunnel dock type structure.
Optionally, a distance between the drill steel and the boundary of the tunnel dock structure is greater than a distance between the reinforcing steel and the boundary of the tunnel dock structure.
Optionally, the internal diameter of pile foundation pillar protection pipe is greater than the diameter scope of drilling, the bottom limit of pipe department fixedly connected with of pile foundation pillar protection pipe bores the tooth, the pile foundation pillar protection pipe passes through in the tooth screw in earth's surface, the length of pile foundation pillar protection pipe is greater than the total length of pile foundation.
Optionally, the parallel steel plates are welded to one sides of the reinforcing steel bars far away from the steel cable, the width of the parallel steel plates is equal to the length of the reinforcing steel bars exposed out of the ground, and the parallel steel plates are groove-shaped steel.
Optionally, the length of the reinforcing steel bar exposed out of the ground is equal to the length of the steel bar exposed out of the ground, and the steel cable is fastened to the second cable connecting ring after being tensioned by a tractor.
Optionally, the ingredients of the cast concrete comprise cement, a retarder, fine sand and water, and the specific gravity of the water slurry of the cast concrete is 18-19 kN/m3And the water cement ratio of the poured concrete is 0.5-0.6.
Optionally, the ingredients of the cast concrete comprise cement, a retarder, fine sand and water, and the specific gravity of the water slurry of the cast concrete is 17-18 kN/m3And the water cement ratio of the poured concrete is 0.4-0.45.
Compared with the prior art, the technical scheme provided by the embodiment of the disclosure has the following advantages:
the construction method of the overhead bridge drilled pile in the range of the tunnel dock structure comprises the steps of driving a plurality of reinforcing steel bars into a position between the outside of the diameter range of a drilled hole and the outside of the boundary of the tunnel dock structure, welding a parallel steel plate at one end of the reinforcing steel bar, welding a plurality of first steel cable connecting rings on the parallel steel plate, driving a plurality of steel brazes on the ground surfaces at two sides of the tunnel dock structure, welding a second steel cable connecting ring at one end of the steel brazes, fixing the steel cable connecting rings on the first steel cable, fixedly connecting one ends of the steel cables far away from the first steel cable connecting rings with the second steel cable connecting rings, tensioning the steel cables, and respectively positioning the first steel cable connecting rings and the second steel cable connecting rings at two sides of the tunnel dock structure, so that the pile foundation can be constructed, by fixing the steel cable connecting rings on the first steel cable connecting rings and the second steel cable connecting rings to block the outside of the tunnel dock structure, when the pile foundation is resisted for drilling, the lateral force of the tunnel dock type structure on a hole is resisted, the protection strength is improved by pulling a steel chisel and a steel cable, the pile foundation protective pipe is driven in, the influence of the lateral force of the tunnel dock type structure on the drilling can be reduced, the tunnel dock type structure does not need to be opened when the pile foundation is drilled, construction can be carried out, the construction efficiency is improved, meanwhile, the damage to the tunnel dock type structure is reduced, the self-running of the tunnel dock type structure is not influenced, and the purpose of improving the safety is achieved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the present disclosure and together with the description, serve to explain the principles of the disclosure.
In order to more clearly illustrate the embodiments or technical solutions in the prior art of the present disclosure, the drawings used in the description of the embodiments or prior art will be briefly described below, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without inventive exercise.
Fig. 1 is a schematic flow chart of a construction method of a drilling pile of an overhead bridge in a tunnel dock type structure according to an embodiment of the present disclosure;
fig. 2 is a schematic diagram of the construction method of the elevated bridge bored pile in the tunnel dock type structure according to the embodiment of the present disclosure.
Wherein, 1-a tunnel dock type structure; 2-pile foundation holes; 3-reinforcing steel bars; 4-parallel steel plates; 5-a first cable connection ring; 6-steel chisel; 7-second cable connection ring; 8-steel cable.
Detailed Description
In order that the above objects, features and advantages of the present disclosure may be more clearly understood, aspects of the present disclosure will be further described below. It should be noted that the embodiments and features of the embodiments of the present disclosure may be combined with each other without conflict.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present disclosure, but the present disclosure may be practiced in other ways than those described herein; it is to be understood that the embodiments disclosed in the specification are only a few embodiments of the present disclosure, and not all embodiments.
The first embodiment is as follows:
as shown in fig. 1, the embodiment provides a method for constructing a drilling pile of an overhead bridge in a tunnel dock type structure, which includes the following steps:
s101, calculating the distribution of viaduct beam pile foundations, staggering pile foundations of a crossing tunnel dock type structure to the tunnel dock type structure, and planning the pile foundations to two sides of the tunnel dock type structure;
s102, analyzing the distribution of the tunnel dock type structure, and determining the position of a drilling hole;
s103, drawing the diameter range of a drill hole and the boundary of the dock structure on the construction ground (for example, drawing on the construction ground by using lime powder);
s104, a plurality of reinforcing steel bars are driven into the ground surface at the position between the outside of the diameter range of the drill hole and the outside of the boundary of the tunnel dock type structure;
s105, welding parallel steel plates at one ends of the reinforcing steel bars exposed out of the ground surface, and welding a plurality of first steel cable connecting rings on the parallel steel plates;
s106, a plurality of steel cables are driven into the ground surface on two sides of the tunnel dock type structure, and a second steel cable connecting ring is welded on one end, exposed out of the ground surface, of each steel cable;
s107, fixing a steel cable on the first steel cable connecting ring, fixedly connecting one end, far away from the first steel cable connecting ring, of the steel cable with a second steel cable connecting ring, and tensioning the steel cable, wherein the first steel cable connecting ring and the second steel cable connecting ring are respectively positioned on two sides of the tunnel dock type structure, namely the first steel cable connecting ring and the second steel cable connecting ring positioned on two sides of the tunnel dock type structure are connected through the steel cable;
s108, driving a pile foundation protective pipe into the well-drawn drilling position;
s109, drilling in the range of pile foundation protection pipes;
and S110, putting a reinforcement cage into the drilled pile foundation hole, pouring concrete for vibration, and completing the construction of the pile.
In step S105, the ends of the plurality of reinforcing steel bars exposed to the ground surface are all welded to the same steel plate, and the steel plate is referred to as a parallel steel plate.
In a specific embodiment, the pile foundations on two sides of the tunnel dock type structure are separately constructed, and the pile foundation on one side of the tunnel dock type structure is constructed and then the pile foundation on the other side of the tunnel dock type structure is constructed. Therefore, the damage to the tunnel dock type structure in pile foundation construction can be reduced, and the installation and fixation of components such as reinforcing steel bars, parallel steel plates, steel rods, steel cables and the like are facilitated. Specifically, during each side construction, reinforcing bars 3 are driven at positions between the outside of the diameter of the drilled hole and the outside of the boundary of the dock structure 1, as indicated by reference numeral 2 in fig. 2.
In a specific embodiment, in step S104, the diameter of the reinforcing bars is 10cm, the distance between two adjacent reinforcing bars is 20cm, the distribution range of the reinforcing bars is equal to the construction range of the pile foundation, and as shown in fig. 2, the positions of the ends of the reinforcing bars 3 driven into the ground surface are all lower than the bottom surface of the dock structure 1. Therefore, the reinforcing steel bars can effectively support the soil layer of the tunnel dock type structure, and the lateral protection of the tunnel dock type structure is improved. Of course, the diameter of the reinforcing steel bar and the distance between two adjacent reinforcing steel bars are not limited to the above specific limitations, and can be selected and designed according to the actual situation.
In a specific embodiment, as shown in fig. 2, when a pile foundation on the right side of the tunnel dock type structure 1 is constructed, a plurality of reinforcing steel bars 3 are driven into the ground on the right side of the tunnel dock type structure 1, and a plurality of steel rods 6 are driven into the ground on the left side of the tunnel dock type structure 1; when the pile foundation on the left side of the tunnel dock type structure 1 is constructed, a plurality of reinforcing steel bars 3 are driven into the ground on the left side of the tunnel dock type structure 1, and a plurality of steel rods 6 are driven into the ground on the right side of the tunnel dock type structure 1. So make the pulling force of steel cable offset with the lateral force of tunnel dock formula structure lateral wall, when resisting pile foundation drilling, tunnel dock formula structure is to the lateral force of hole to through the pulling of drill rod and steel cable, improve protection intensity.
Further, as shown in fig. 2, the distance from the drill 6 to the boundary of the tunnel dock structure 1 is greater than the distance from the reinforcing bar 3 to the boundary of the tunnel dock structure 1, that is, the position where the reinforcing bar is driven is closer to the tunnel dock structure, and the position where the drill is driven is farther from the tunnel dock structure. The reinforcing steel bar bears the transverse outward thrust of the tunnel dock structure, the compression resistance effect of the reinforcing steel bar is better, the steel chisel bears the outward tension of the steel cable, and the outward tensile effect is better after the special steel chisel is driven in; the reinforcing steel bar is driven into the tunnel dock structure at a position closer to the tunnel dock structure, and the steel rod is driven into the tunnel dock structure at a position farther from the tunnel dock structure, so that the steel rod is driven farther and the steel rod does not need to be driven too deeply because the steel rod extrudes the other side of the tunnel dock structure when the reinforcing steel bar is pulled by transverse pressure.
In one embodiment, the inner diameter of the pile foundation protection pipe is larger than the diameter range of the drilled hole, a drill bit is fixedly connected to the bottom end pipe edge of the pile foundation protection pipe, the pile foundation protection pipe is screwed into the ground surface through the drill bit, and the length of the pile foundation protection pipe is larger than the total length of the pile foundation. The influence of the lateral force of the tunnel dock type structure on the drilling hole can be reduced by driving the pile foundation protection pipe, and the built pile foundation can be protected by the pile foundation protection pipe.
In one embodiment, as shown in fig. 2, the parallel steel plates 4 are welded to the side of the reinforcing steel bars 3 away from the wire rope 8, the width of the parallel steel plates 4 is equal to the length of the reinforcing steel bars 3 exposed to the ground, and the parallel steel plates 4 are channel steel. The reinforced steel bar is caught by the channel steel, the stability of the steel cable is improved, and meanwhile, the tensile strength of the channel steel is high.
In one embodiment, as shown in fig. 2, the length of the reinforcing steel bar 3 exposed to the ground is equal to the length of the reinforcing steel bar 6 exposed to the ground, so that the tension of the steel bar is perpendicular to the reinforcing steel bar, thereby achieving the purpose of improving the stability and preventing the reinforcing steel bar from being pulled out; after one end of the steel cable 8 is fixed to the first steel cable connecting ring 5, the steel cable 8 is tensioned by the tractor, and then the other end of the steel cable 8 is fixed to the second steel cable connecting ring 7, so that the steel cable is ensured to have larger pulling force, the pulling force of the steel cable is offset with the lateral force of the side wall of the tunnel dock type structure, and the protection strength is improved.
In one specific embodiment, the ingredients of the cast concrete comprise cement, a retarder, fine sand and water, and the specific gravity of the water slurry of the cast concrete is 18-19 kN/m3And the water cement ratio of the poured concrete is 0.5-0.6. The proportion improves the structural strength of the cast concrete, improves the fluidity of the cast concrete and facilitates the pouring of the cast concrete.
Example two:
the embodiment provides a construction method of a drilling pile of an overhead bridge in a tunnel dock type structure range, which comprises the following steps:
s101, calculating the distribution of viaduct beam pile foundations, staggering pile foundations of a crossing tunnel dock type structure to the tunnel dock type structure, and planning the pile foundations to two sides of the tunnel dock type structure;
s102, analyzing the distribution of the tunnel dock type structure, and determining the position of a drilling hole;
s103, drawing the diameter range of a drill hole and the boundary of the dock structure on the construction ground (for example, drawing on the construction ground by using lime powder);
s104, a plurality of reinforcing steel bars are driven into the ground surface at the position between the outside of the diameter range of the drill hole and the outside of the boundary of the tunnel dock type structure;
s105, welding parallel steel plates at one ends of the reinforcing steel bars exposed out of the ground surface, and welding a plurality of first steel cable connecting rings on the parallel steel plates;
s106, a plurality of steel cables are driven into the ground surface on two sides of the tunnel dock type structure, and a second steel cable connecting ring is welded on one end, exposed out of the ground surface, of each steel cable;
s107, fixing a steel cable on the first steel cable connecting ring, fixedly connecting one end, far away from the first steel cable connecting ring, of the steel cable with a second steel cable connecting ring, and tensioning the steel cable, wherein the first steel cable connecting ring and the second steel cable connecting ring are respectively positioned on two sides of the tunnel dock type structure, namely the first steel cable connecting ring and the second steel cable connecting ring positioned on two sides of the tunnel dock type structure are connected through the steel cable;
s108, driving a pile foundation protective pipe into the well-drawn drilling position;
s109, drilling in the range of pile foundation protection pipes;
and S110, putting a reinforcement cage into the drilled pile foundation hole, pouring concrete for vibration, and completing the construction of the pile.
In step S105, the ends of the plurality of reinforcing steel bars exposed to the ground surface are all welded to the same steel plate, and the steel plate is referred to as a parallel steel plate.
In a specific embodiment, the pile foundations on two sides of the tunnel dock type structure are separately constructed, and the pile foundation on one side of the tunnel dock type structure is constructed and then the pile foundation on the other side of the tunnel dock type structure is constructed. Therefore, the damage to the tunnel dock type structure in pile foundation construction can be reduced, and the installation and fixation of components such as reinforcing steel bars, parallel steel plates, steel rods, steel cables and the like are facilitated. Specifically, during each side construction, reinforcing bars 3 are driven at positions between the outside of the diameter of the drilled hole and the outside of the boundary of the dock structure 1, as indicated by reference numeral 2 in fig. 2.
In a specific embodiment, in step S104, the diameter of the reinforcing bars is 10cm, the distance between two adjacent reinforcing bars is 20cm, the distribution range of the reinforcing bars is equal to the construction range of the pile foundation, and as shown in fig. 2, the positions of the ends of the reinforcing bars 3 driven into the ground surface are all lower than the bottom surface of the dock structure 1. Therefore, the reinforcing steel bars can effectively support the soil layer of the tunnel dock type structure, and the lateral protection of the tunnel dock type structure is improved. Of course, the diameter of the reinforcing steel bar and the distance between two adjacent reinforcing steel bars are not limited to the above specific limitations, and can be selected and designed according to the actual situation.
In a specific embodiment, as shown in fig. 2, when a pile foundation on the right side of the tunnel dock type structure 1 is constructed, a plurality of reinforcing steel bars 3 are driven into the ground on the right side of the tunnel dock type structure 1, and a plurality of steel rods 6 are driven into the ground on the left side of the tunnel dock type structure 1; when the pile foundation on the left side of the tunnel dock type structure 1 is constructed, a plurality of reinforcing steel bars 3 are driven into the ground on the left side of the tunnel dock type structure 1, and a plurality of steel rods 6 are driven into the ground on the right side of the tunnel dock type structure 1. So make the pulling force of steel cable offset with the lateral force of tunnel dock formula structure lateral wall, when resisting pile foundation drilling, tunnel dock formula structure is to the lateral force of hole to through the pulling of drill rod and steel cable, improve protection intensity.
Further, as shown in fig. 2, the distance from the drill 6 to the boundary of the tunnel dock structure 1 is greater than the distance from the reinforcing bar 3 to the boundary of the tunnel dock structure 1, that is, the position where the reinforcing bar is driven is closer to the tunnel dock structure, and the position where the drill is driven is farther from the tunnel dock structure. The reinforcing steel bar bears the transverse outward thrust of the tunnel dock structure, the compression resistance effect of the reinforcing steel bar is better, the steel chisel bears the outward tension of the steel cable, and the outward tensile effect is better after the special steel chisel is driven in; the reinforcing steel bar is driven into the tunnel dock structure at a position closer to the tunnel dock structure, and the steel rod is driven into the tunnel dock structure at a position farther from the tunnel dock structure, so that the steel rod is driven farther and the steel rod does not need to be driven too deeply because the steel rod extrudes the other side of the tunnel dock structure when the reinforcing steel bar is pulled by transverse pressure.
In one embodiment, the inner diameter of the pile foundation protection pipe is larger than the diameter range of the drilled hole, a drill bit is fixedly connected to the bottom end pipe edge of the pile foundation protection pipe, the pile foundation protection pipe is screwed into the ground surface through the drill bit, and the length of the pile foundation protection pipe is larger than the total length of the pile foundation. The influence of the lateral force of the tunnel dock type structure on the drilling hole can be reduced by driving the pile foundation protection pipe, and the built pile foundation can be protected by the pile foundation protection pipe.
In one embodiment, as shown in fig. 2, the parallel steel plates 4 are welded to the side of the reinforcing steel bars 3 away from the wire rope 8, the width of the parallel steel plates 4 is equal to the length of the reinforcing steel bars 3 exposed to the ground, and the parallel steel plates 4 are channel steel. The reinforced steel bar is caught by the channel steel, the stability of the steel cable is improved, and meanwhile, the tensile strength of the channel steel is high.
In one embodiment, as shown in fig. 2, the length of the reinforcing steel bar 3 exposed to the ground is equal to the length of the reinforcing steel bar 6 exposed to the ground, so that the tension of the steel bar is perpendicular to the reinforcing steel bar, thereby achieving the purpose of improving the stability and preventing the reinforcing steel bar from being pulled out; after one end of the steel cable 8 is fixed to the first steel cable connecting ring 5, the steel cable 8 is tensioned by the tractor, and then the other end of the steel cable 8 is fixed to the second steel cable connecting ring 7, so that the steel cable is ensured to have larger pulling force, the pulling force of the steel cable is offset with the lateral force of the side wall of the tunnel dock type structure, and the protection strength is improved.
In one specific embodiment, the ingredients of the cast concrete comprise cement, a retarder, fine sand and water, and the specific gravity of the water slurry of the cast concrete is 17-18 kN/m3And the water cement ratio of the poured concrete is 0.4-0.45. The proportion can improve the fluidity of the cast concrete, so that the cast concrete is more compact.
The construction method of the drilling pile of the overhead bridge in the range of the tunnel dock type structure provided by any one of the embodiments of the present disclosure includes driving a plurality of reinforcing steel bars into a position between the outside of the diameter range of the drilling hole and the outside of the boundary of the tunnel dock type structure, welding a parallel steel plate at the end of the reinforcing steel bar exposed out of the ground surface, welding a plurality of first cable connecting rings on the parallel steel plate, driving a plurality of steel cables into the ground surface at the two sides of the tunnel dock type structure, welding a second cable connecting ring at the end of the steel cable exposed out of the ground surface, fixing a cable on the first cable connecting ring, fixedly connecting one end of the cable far away from the first cable connecting ring with the second cable connecting ring, tensioning the cable, driving the reinforcing steel bars into the ground surface at the right side of the tunnel dock type structure during the construction of the pile foundation at the right side of the tunnel dock type structure, driving the steel cables into the ground surface at the left side of the tunnel dock type structure during the construction of the tunnel dock type structure, the multiple steel drills are driven into the ground on the right side of the tunnel dock type structure, the outer side of the tunnel dock type structure is blocked through the fixed upper steel wire rope during pile foundation construction, when pile foundation drilling is resisted, the lateral force of the tunnel dock type structure to a hole is achieved, the protection strength is improved through pulling of the steel drills and the steel wire ropes, then pile foundation protective pipes are driven, the influence of the lateral force of the tunnel dock type structure on the drilling can be reduced, therefore, when pile foundation drilling is conducted, construction can be conducted without opening the tunnel dock type structure, the construction efficiency is improved, meanwhile, damage to the tunnel dock type structure is reduced, self operation of the tunnel dock type structure is not affected, and the purpose of improving safety is achieved.
It is noted that, in this document, relational terms such as "first" and "second," and the like, may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The foregoing are merely exemplary embodiments of the present disclosure, which enable those skilled in the art to understand or practice the present disclosure. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the disclosure. Thus, the present disclosure is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. A construction method for a drilling pile of an overhead bridge in a tunnel dock type structure range is characterized by comprising the following steps:
s101, calculating the distribution of viaduct beam pile foundations, staggering pile foundations of a crossing tunnel dock type structure to the tunnel dock type structure, and planning the pile foundations to two sides of the tunnel dock type structure;
s102, analyzing the distribution of the tunnel dock type structure, and determining the position of a drilling hole;
s103, drawing the diameter range of a drill hole and the boundary of the dock structure on the construction ground;
s104, a plurality of reinforcing steel bars are driven into the ground surface at the position between the outside of the diameter range of the drill hole and the outside of the boundary of the tunnel dock type structure;
s105, welding parallel steel plates at one ends of the reinforcing steel bars exposed out of the ground surface, and welding a plurality of first steel cable connecting rings on the parallel steel plates;
s106, a plurality of steel cables are driven into the ground surface on two sides of the tunnel dock type structure, and a second steel cable connecting ring is welded on one end, exposed out of the ground surface, of each steel cable;
s107, fixing a steel cable on the first steel cable connecting ring, fixedly connecting one end, far away from the first steel cable connecting ring, of the steel cable with a second steel cable connecting ring, and tensioning the steel cable, wherein the first steel cable connecting ring and the second steel cable connecting ring are respectively positioned on two sides of the tunnel dock type structure;
s108, driving a pile foundation protective pipe into the well-drawn drilling position;
s109, drilling in the range of pile foundation protection pipes;
and S110, putting a reinforcement cage into the drilled pile foundation hole, pouring concrete for vibration, and completing the construction of the pile.
2. The method of claim 1, wherein the piles on both sides of the dock are separately constructed, and the piles on one side of the dock are constructed and then the piles on the other side of the dock are constructed.
3. The method of claim 1, wherein in step S104, the diameter of the reinforcing bars is 10cm, the distance between two adjacent reinforcing bars is 20cm, the distribution range of the reinforcing bars is equal to the construction range of a pile foundation, and the positions of the ends of the reinforcing bars, which are driven into the ground, are lower than the bottom surface of the dock-type structure.
4. The method of claim 1, wherein when the pile foundation on the right side of the dock is constructed, the reinforcing bars are driven into the ground on the right side of the dock, and the steel rods are driven into the ground on the left side of the dock;
when the pile foundation on the left side of the tunnel dock type structure is constructed, a plurality of reinforcing steel bars are driven into the ground on the left side of the tunnel dock type structure, and a plurality of steel rods are driven into the ground on the right side of the tunnel dock type structure.
5. The method of claim 4, wherein the distance of the drill steel from the boundary of the tunnel dock is greater than the distance of the reinforcing bar from the boundary of the tunnel dock.
6. The method of claim 1, wherein the pile-based casing pipe has an inner diameter larger than a diameter of a drilled hole, a drill bit is fixedly connected to a bottom end pipe edge of the pile-based casing pipe, the pile-based casing pipe is screwed into the ground surface through the drill bit, and the length of the pile-based casing pipe is greater than the total length of the pile.
7. The method of claim 1, wherein the parallel steel plates are welded to a side of the reinforcing steel bars away from the wire rope, the width of the parallel steel plates is equal to the length of the reinforcing steel bars exposed to the ground, and the parallel steel plates are channel steel.
8. The method of claim 1, wherein the length of the reinforcing bars exposed to the ground is equal to the length of the reinforcing bars exposed to the ground, and the wire rope is fastened to the second wire rope connection ring after being pulled by a tractor.
9. The method for constructing the elevated bridge bored pile in the field of the tunnel dock type structure according to any one of claims 1 to 8, wherein the ingredients of the cast concrete comprise cement, retarder, fine sand and water, and the specific gravity of the water slurry of the cast concrete is 18-19 kN/m3And the water cement ratio of the poured concrete is 0.5-0.6.
10. The method for constructing the elevated bridge bored pile in the field of the tunnel dock type structure according to any one of claims 1 to 8, wherein the ingredients of the cast concrete comprise cement, retarder, fine sand and water, and the specific gravity of the water slurry of the cast concrete is 17-18 kN/m3And the water cement ratio of the poured concrete is 0.4-0.45.
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