CN212335996U - Resistance to compression resistance to plucking variable diameter steel reinforcement cage club-footed pile - Google Patents

Resistance to compression resistance to plucking variable diameter steel reinforcement cage club-footed pile Download PDF

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CN212335996U
CN212335996U CN201821178734.9U CN201821178734U CN212335996U CN 212335996 U CN212335996 U CN 212335996U CN 201821178734 U CN201821178734 U CN 201821178734U CN 212335996 U CN212335996 U CN 212335996U
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pile
reinforcement cage
diameter
variable
steel
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王林
陶刚
王军
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Jiangsu Green River Environmental Technology Co ltd
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Jiangsu Green River Environmental Technology Co ltd
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Abstract

A compression-resistant and anti-pulling variable-diameter reinforcement cage pedestal pile is characterized in that a pile body is connected with a fixed pile bottom by an expanded head pile bottom of a variable-diameter reinforcement cage framework, and the diameter of the pile body is smaller than that of the expanded head pile bottom. When the pile bottom variable diameter steel reinforcement cage is connected with a traditional cast-in-place pile steel reinforcement cage or a traditional steel pile for installation, the connection mode of the pile body and the steel reinforcement or the steel pile of the expanded head pile bottom variable diameter steel reinforcement cage is riveting, pinning, welding and flange. The horizontal load bearing performance of each pile body can be fully exerted, and the end bottom is enlarged, thereby being beneficial to grouting, squeezing and expanding the pile bottom; the pile bottom (head) enlarged head has stable properties and large load-carrying capacity. The utility model is particularly used for the structure with the pile bottom being the cast-in-place pile, such as rotary digging pile, drilling cast-in-place pile, sinking pipe cast-in-place pile, manual drilling cast-in-place pile, explosion expanding cast-in-place pile and the like.

Description

Resistance to compression resistance to plucking variable diameter steel reinforcement cage club-footed pile
Technical Field
The utility model relates to a resistance to compression resists and pulls out variable diameter steel reinforcement cage club-footed pile, especially the skeleton in the pile foundation-expansion variable diameter steel reinforcement cage and pile foundation of the body that expands thereof, mainly used building foundation pile.
Background
The pile serves as a foundation in building construction, and can be roughly divided into a friction pile and a bearing pile according to the stress principle of the foundation.
1. The friction pile is used to bear the structure by the friction force between the ground layer and the foundation pile and can be divided into pressure pile and tension pile, which are used for the ground layer without hard bearing layer or with deeper bearing layer.
2. The end support pile is used to support a structure by seating a foundation pile on a bearing layer (on a bedrock).
With the continuous development of engineering technology, the novel steel piles and reinforced concrete piles are more and more widely used in engineering construction. And different pile type characteristics are different.
The friction type pile, the friction pile and the load are mostly born by the friction force of soil around the pile according to the bearing property classification, and the resistance of the pile end can be ignored.
End-bearing friction pile-a pile whose load is mainly borne by the friction of the pile body.
The end-bearing pile and the end-bearing pile-load are mostly born by the pile tip bearing force, and the pile side resistance is negligible.
Friction end-bearing pile-a pile whose load is mainly borne by the pile end resistance.
The construction method comprises the following steps: the precast pile is driven into the ground through a pile driver. The advantages are saving material, high strength, suitable for building with high requirement, high construction difficulty and long construction time limited by the number of machines.
The pile is poured, firstly, holes are drilled on a construction site, and when the required depth is reached, the reinforcing steel bars are placed into the poured concrete. The construction method has the advantages that the construction difficulty is low, particularly, manual hole digging piles can be free from the limitation of the number of machines, all pile foundations are constructed simultaneously, the time is greatly saved, and the defects of low bearing capacity and material cost are overcome.
The cast-in-place pile comprises a rotary digging pile, a drilling cast-in-place pile, a pipe sinking cast-in-place pile, a manual hole digging cast-in-place pile and an explosion expanding cast-in-place pile.
The hole-forming method includes manual hole-forming and mechanical hole-forming (forward circulation rotary method, reverse circulation rotary method, auger drilling method, submersible drilling method, etc.).
The non-soil-squeezing piles, such as bored (punched or dug) piles and precast piles which are drilled and then driven, are classified according to the setting effect of the piles, because the soil in the holes is removed in the setting process, the soil around the piles is not squeezed and can move into the pile holes, the shearing strength of the soil is reduced, and the side friction resistance of the piles is reduced. And part of the soil-extruded piles comprise an impact hole-forming cast-in-place pile, an H-shaped steel pile, an open steel pipe pile, an open prestressed concrete pipe pile and the like. The pile has a little displacement effect on soil around the pile in the setting process of the pile, but the strength load deformation property of the soil is not changed greatly.
The soil squeezing pile, namely a solid precast pile, a tubular pile with a closed lower end, a wood pile, a immersed tube filling pile and the like, needs to squeeze out a large amount of soil at the pile position in the hammering and vibration injection processes, so that the soil structure is seriously disturbed and damaged, and the strength and the deformation property of soil are greatly influenced.
The pile is driven according to the classification of the forming method of the pile, namely, a machine is used for driving the prefabricated concrete pile, the wood pile and the steel sheet pile into the soil layer to compact the soil layer, thereby achieving the purpose of reinforcing the foundation.
And (3) pouring the pile, namely pouring underwater concrete to form an end-bearing pile or a friction pile so as to fulfill the aim of reinforcing the foundation.
Mechanical pore-forming piles and cast-in-place piles, immersed tube cast-in-place piles, reinforced concrete piles, precast piles, prestressed concrete piles, steel piles, stirring piles, solid and hollow piles and the like are commonly used. The existing connection method of the pile comprises steel plate and steel bar angle steel welding, flange plate and bolt connection, sulfur plaster anchoring and mechanical connection (wedge block insertion, pin connection and the like).
The cast-in-place concrete pile is divided into vibrating immersed tube cast-in-place pile, in which a steel sleeve is screwed in and punched to grab the bored cast-in-place pile, mud wall is protected to form the bored cast-in-place pile, and a pre-pressed hole is driven into the bored cast-in-place pile to drill and expand the bored cast-in-place concrete pile.
The pile body diameter is 30-60CM, the length is 10-24M, the pipe center hammer weight is 25-50KN, the drop distance is 3-5M, the single pile bears 1500KN, the rotating steel pipe sinks to form the bored pile, the bottom of the steel pipe is provided with quenched steel teeth, and the steel pipe sinks to the rock stratum, and the diameter can reach 1.5M. The steel pipes are connected by flanges. The construction steps are that firstly, a steel reinforced concrete dowel bar is driven into the soil by 0.5-1M, a steel dowel pipe is pulled out, pile concrete or sand is poured, and then a prefabricated prestressed reinforcement Pan pile is driven into a hole, wherein the bearing capacity is higher than that of a common pile.
The application of the steel sleeve screwed in punched and grabbed bored pile, the slurry wall protection bored pile, the pre-pressed hole driven pile, the concrete pile and the drilled and expanded concrete bored pile is also very wide.
CN2017103161244 a diameter-variable steel reinforcement cage for an anchor rod or a pile foundation and its application are that the applicant has already made limitations on the structure of the diameter-variable steel reinforcement cage, including a special structure for releasing the steel reinforcement cage to enlarge the diameter-variable requirement, because the diameter-variable needs to be stably and reliably released in an underground borehole, however, the content of the application is that the structure of the diameter-variable steel reinforcement cage can still provide a structure of a pressure-resistant and uplift diameter-variable steel reinforcement cage bottom-expanded pile, i.e., a structure of a pile with an enlarged head bottom.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a resistance to compression resistance to plucking becomes diameter steel reinforcement cage club-footed pile becomes the stake that the stake bottom of diameter steel reinforcement cage constitutes expands the head promptly, the enlarged footing pile foot of diameter steel reinforcement cage skeleton has, utilize the reducing steel reinforcement cage, utilize the steel reinforcement cage structure promptly, make the release of diameter-variable steel reinforcement cage and become the basis of the enlarged footing of the steel reinforcement cage skeleton preparation stake of an expansion, be applied to the enlarged footing preparation of the head of all expanding piles, constitute an organic wholely as far as with the stake body on expanding pile upper portion, overcome the not enough that current pile foundation bearing capacity and wholeness are poor admittedly, and reduce cost.
The technical scheme of the utility model is that: a pressure-resistant and pull-resistant variable-diameter steel reinforcement cage pedestal pile is characterized in that a pile body is connected and fixed (connected) with an expanded head pile bottom of a variable-diameter steel reinforcement cage framework, and the diameter of the pile body is smaller than that of the expanded head pile bottom.
Further, when the pile bottom variable diameter steel reinforcement cage is connected with a traditional cast-in-place pile steel reinforcement cage or a traditional steel pile, the connection mode of the pile body and the steel reinforcement or the steel pile of the enlarged footing pile bottom variable diameter steel reinforcement cage is riveting, pin, welding, flange, nut, pier thick straight thread sleeve or direct connection.
Furthermore, the bottom of the expanded head pile is a traditional cast-in-place pile with a variable-diameter reinforcement cage framework, the pile body is a cast-in-place pile, a precast pile and a steel structure pile, the upper end of the expanded head pile bottom is connected with the pile body, and the pile bottom is an expanded head foundation, so that the compression resistance and the pulling resistance of the expanded head pile are enhanced; when the pile body is over long, one or more than one variable-diameter steel reinforcement cage can be uniformly distributed on the pile body to form more than two expansion sections.
In the variable-diameter steel reinforcement cage pedestal pile, the variable-diameter steel reinforcement cage main reinforcements and the pile body main reinforcements at the bottom of the enlarged-head pile comprise but are not limited to steel reinforcements, steel strands and steel wire ropes with various specifications and numbers.
The variable-diameter steel reinforcement cage at the bottom of the expanded-head pile is fixedly connected with the steel column, the section steel or the steel reinforcement cage of the pile body and is integrally of a concrete structure. A foundation pile with enlarged head pile bottom.
The diameter-variable reinforcement cage club-footed pile is characterized in that the diameter-variable reinforcement cage is placed in a pile hole of a hole-making and reaming hole of the diameter-variable reinforcement cage club-footed pile, and is poured by various solidification materials such as poured concrete, cement paste, cement mortar, cast stone and grouting.
The diameter-variable steel reinforcement cage club-footed pile can also form a diameter-variable steel reinforcement cage club-footed pile with various three-dimensional shape characteristics according to the diameter-variable principle of the utility model, including but not limited to a cylinder, a polygonal (circle internal tangent) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoidal cylinder, a sphere, a bamboo joint-shaped cylinder and the like; the utility model can form a variable diameter reinforcement cage club-footed pile characterized by double layers or multiple layers (cage in cage) for the pile foundation variable diameter reinforcement cage with super large diameter according to the variable diameter principle of the utility model according to the service performance requirement of the concrete project; when the pile body is over long, one or more than one variable-diameter steel reinforcement cage can be uniformly distributed on the pile body to form more than two expansion sections.
Advantageous effect, the utility model discloses utilize the pile body coupling combination of enlarged footing club-footed pile and general diameter fixed, the bottom skeleton in the stake is expansion variable diameter steel reinforcement cage and expands body pile foundation for building foundation pile becomes the bearing capacity that the multiplication adds the stake, obtains the structure of this application with lower cost and construction method commonly used. The application range includes but is not limited to various pile types such as anti-floating, anti-pulling, tensile and compression resistance; the application fields include but are not limited to various categories of building engineering, slope protection, geological disasters and the like. The utility model discloses the scheme combination utilizes reducing steel reinforcement cage stirrup can be formed with the pulling force of enough frictional force or the enlarged footing pile foundation of resistance transmission, and the wholeness of whole stake is good, and the concrete steel reinforcement cage skeleton of major part pile foundation is used for building nuclear pile foundation and tensile. A device for accelerating the progress of engineering and an application technology. The horizontal load bearing performance of each pile body can be fully exerted, and the end bottom is enlarged, thereby being beneficial to grouting, squeezing and expanding the pile bottom; the pile bottom (head) enlarged head has stable properties and large load-carrying capacity. The utility model is particularly used for the structure with the pile bottom being the cast-in-place pile, such as rotary digging pile, drilling cast-in-place pile, sinking pipe cast-in-place pile, manual drilling cast-in-place pile, explosion expanding cast-in-place pile and the like. The scope of the pile body is wider: including cast-in-place piles, prefabricated piles, especially steel-structure piles.
Drawings
Fig. 1a is a schematic longitudinal sectional structure of the pile of the present invention, fig. 1b is a schematic sectional structure of AA, i.e., a pile body structure, in fig. 1a, and fig. 1c is a schematic sectional structure of BB, i.e., a pile bottom structure, in fig. 1 a;
fig. 2a is a schematic longitudinal sectional view of the pile of the present invention, fig. 2b is a schematic sectional view of the pile body shown in fig. 2a, and fig. 2c is a schematic sectional view of the pile bottom shown in fig. 2a, shown in BB;
fig. 3a is a schematic longitudinal sectional view of the pile of the present invention, fig. 3b is a schematic sectional view of the pile body shown in fig. 3a, and fig. 3c is a schematic sectional view of the pile bottom shown in fig. 3a, shown in BB;
fig. 4a is a schematic longitudinal sectional structure of the pile of the present invention, fig. 4b is a schematic sectional structure of AA, i.e., a pile body structure, in fig. 4a, and fig. 4c is a schematic sectional structure of BB, i.e., a pile bottom structure, in fig. 4 a;
fig. 5a is a schematic longitudinal sectional structure of the pile of the present invention, fig. 5b is a schematic sectional structure of AA, i.e., a pile body structure, in fig. 5a, and fig. 5c is a schematic sectional structure of BB, i.e., a pile bottom structure, in fig. 5 a;
fig. 6a is a schematic longitudinal sectional structure of the pile of the present invention, fig. 6b is a schematic sectional structure of the pile body AA in fig. 6a, and fig. 6c is a schematic sectional structure of the pile bottom BB in fig. 6 a.
Detailed Description
As shown in the figure, concrete 1, a main reinforcement 2, a spiral stirrup 3, a variable-diameter spiral stirrup 4, an axial rod 5, a bearing plate 6, a variable-diameter reinforcement cage vertical reinforcement 7, an activating mechanism or reinforcement cage releasing mechanism 8, a power spring 9, a nut 10 and a guide cap 11. The system comprises a welding structure 12, a precast pile (precast tubular pile) 13, a precast pile (precast square pile) 14, a flange or welding connection structure 15, a steel pile (steel tubular pile) 16 and a steel lattice 17.
The pile bottom of the enlarged footing of the applicant can refer to the introduction of the background technology by adopting a steel reinforcement cage with enlarged diameter, the structure of the pile bottom of the enlarged footing generally comprises a central axial rod (the rod can be omitted), a circular ring or a ring plate, a plurality of steel reinforcements (vertical reinforcements), a plurality of ribs and a ring-shaped fixer, the vertical reinforcements are movably fixed, the circular ring or the ring plate is vertical to the axial rod, one end of each vertical reinforcement is uniformly fixed on the circular ring or the ring plate, the other end or the middle part of each vertical reinforcement is connected with one end of one rib, the vertical reinforcements surround the axial rod, the other end of each rib is connected to the ring-shaped fixer, and the ring-shaped fixer is fixed or slides on the axial rod or the pile base rod; the pile formed by pouring concrete and the like on the expansion head of the variable-diameter steel reinforcement cage framework has the advantages that the pile bottom of the expansion head is connected with a plurality of steel reinforcements (vertical reinforcements) of a pile body, the welding or flange connection mode is the most common, the steel reinforcements for riveting and pin connecting the pile bottom and the pile body can also be adopted, wherein the concrete 1 is poured on the steel reinforcements on the main body of the pile bottom and the main body of the pile body, and the concrete 1 is poured on the main reinforcements (vertical reinforcements) 2 and the spiral stirrups 3 of the steel reinforcement cage; the variable-diameter reinforcement cage at the bottom of the expanded-head pile is poured in advance, the variable-diameter reinforcement cage comprises a main reinforcement 2, a spiral stirrup 3, a variable-diameter spiral stirrup 4, an axial rod 5, a bearing plate 6 and a variable-diameter reinforcement cage vertical reinforcement 7, and the axial rod 5 is fixed with a guide cap 11 at the lower end of the variable-diameter reinforcement cage through a nut 10.
The pile body can be a prefabricated structure or a steel cylinder pile, a special-shaped pile and the like.
The applicant's post-release, enlarged construction of a variable diameter steel reinforcement cage employs resilient bars (referred to the applicant's earlier application) the other ends of which are attached to loop-like retainers which are fixed or slide on axial rods or pile foundation rods. In the figure, the loose mechanism or the steel reinforcement cage release mechanism 8 and the power spring 9 can be elastic ribs.
The pile comprises an enlarged head of a variable-diameter steel reinforcement cage framework, wherein the pile bottom of the enlarged head is connected with a pile body, and the pile body is formed by pouring a main reinforcement 2 and a spiral stirrup 3 into concrete 1; the diameter-variable steel reinforcement cage at the bottom of the expanded footing pile is characterized in that a diameter-variable steel reinforcement cage main reinforcement 2, a spiral stirrup 3, a diameter-variable spiral stirrup 4, an axial rod 5, a bearing plate 6 and a diameter-variable steel reinforcement cage vertical reinforcement 7 are arranged, and the axial rod 5 is fixed with a guide cap 11 through a nut 10 at the lower end of the diameter-variable steel reinforcement cage. The expanded head pile bottom and the pile body are connected in a mode that the pile bottom and the main reinforcement of the pile body are integrated. The concrete 1 and the poured 2 pile bottom pile body are one pile, the longitudinal sections of the pile bottom and the pile body are both rectangular or frustum-shaped, and the pile bottom and the pile body are also both square-column-shaped.
In fig. 2, the pile bottom and the main reinforcement of the pile body are welded structures 12;
in fig. 3, a precast pile (a precast tubular pile, in particular a steel tubular pile) 13 is adopted as the pile body;
in fig. 4, a precast pile (a precast square pile, in particular a steel cylinder pile) 14 is adopted as a pile body;
in fig. 5, the connection between the pile body and the pile bottom is formed by connecting a flange (steel bars or steel cylinders are fixedly welded on the flange) or a welding connection structure 15 with a steel pile (steel cylinder pile) 16;
in fig. 6, the connecting steel lattice 17 of the pile body and the pile bottom is shown.
In summary, in the compression-resistant and anti-pulling variable-diameter steel reinforcement cage club-footed pile, when the variable-diameter steel reinforcement cage is installed in connection with a traditional cast-in-place pile steel reinforcement cage or other traditional piles, the number and the specification of main reinforcements of the traditional cast-in-place pile steel reinforcement cage are not limited; the connection means includes, but is not limited to, riveting, welding, or other integration means.
The variable-diameter reinforcement cage club-footed pile of the utility model is an improvement of various traditional cast-in-place piles, precast piles, steel structure piles and other traditional piles, and only needs to link and install the variable-diameter reinforcement cage at the club-footed end of the pile bottom, so that the bottom of the pile forms an enlarged footing foundation, and the compression resistance and the pulling resistance of the pile are enhanced; the diameter-variable reinforcement cage pedestal pile is characterized in that the diameter-variable reinforcement cage pedestal pile is formed by expanding the pile bottom of a diameter-variable reinforcement cage framework, and the upper end of the pile bottom is connected (connected) with a pile body with the diameter lower than that of the expanding pile bottom;
in the variable-diameter reinforcement cage pedestal pile, the variable-diameter reinforcement cage and a tensioned and compressed main reinforcement, including but not limited to reinforcements, steel strands and steel wire ropes of various specifications and numbers, are combined to form an integral body-expanding anchor pile; furthermore, the expanded pile foundation is integrated with pressure-bearing foundations of steel columns and section steels of various specifications or concrete structures (columns/piles) of the non-variable-diameter steel reinforcement cage to form an expanded pile foundation.
In the diameter-variable reinforcement cage pedestal pile, the diameter-variable reinforcement cage is placed in a pile hole for hole making and reaming, and various solidification materials such as cast concrete, cement paste, cement mortar, stone casting and grouting can be properly selected.
The utility model discloses a construction technology and construction method
Construction process and flow
(II) pore-forming process
1. According to the design requirements of the pile foundation, the field stratum and the equipment performance condition, mechanical drilling construction is adopted.
2. Positioning, lofting and embedding protective tube
Before the engineering is started, the peripheral axis of the periphery of the engineering is positioned and lofted, the gantry sheet piles are arranged in the periphery of the axis, elevation level points are led to a fixed building or a structure, positioning measurement is carried out on all pile positions according to a design construction drawing, pile hole dust lines are discharged, pile casings are buried after holes are dug, and the pile casings are positioned in place by a cross method. The diameter of the pile casing is equal to the designed diameter plus 5cm, and the pile casing is rechecked after being buried, so that the deviation between the center point of the pile casing and the center point of the pile position is not more than 20mm, and the drill bit can be ensured to be correctly positioned and smoothly lifted when the pile casing is buried slightly. And the vertical of the protective cylinder is ensured, and clay is backfilled and tamped between the protective cylinder and the hole wall to prevent ground water from flowing into the protective cylinder and moving downwards to collapse the hole.
3. The construction technical requirements are as follows:
the drilling machine is accurately, horizontally and stably positioned during pore forming, the center of a rotary table of the drilling machine, the center of a drill frame and the center of a protective cylinder are on a three-point vertical line, the allowable deviation is not more than 20mm, after the drilling machine is positioned, the center of a drill bit is aligned with the center point of the protective cylinder, the hole is drilled at a low speed, the drilling can be normally carried out after the drill bit passes through a hard soil layer or an uneven soil layer, the drilling speed is strictly controlled during the drilling, the buried drilling is avoided, the drilling is stopped when a drilling rod is additionally connected, the drilling tool is slightly lifted away from the bottom of the hole, the slurry is circulated. The hole forming construction is continuously completed once without causing the drilling to stop, after the hole is formed to the designed depth, the hole is firstly preliminarily cleaned, then all the requirements of the hole forming are checked and accepted by all the parties related to the engineering, after the requirements are confirmed to be met, the next procedure construction can be carried out, and the original construction record is made in the construction process.
② slurry and wall protection.
High-pressure jet reaming and mechanical reaming:
and after the drilled hole reaches the designed elevation, replacing the drill bit, and performing bottom high-pressure rotary jet reaming or mechanical reaming, wherein water or cement slurry can be adopted for high-pressure jet reaming. When the cement slurry reaming process is adopted, reaming is carried out at least twice up and down and back and forth; when the water reaming process is adopted, the cement slurry is finally adopted for reaming once.
Fourthly, cleaning holes: when the drilling reaches the design elevation, the drill bit is lifted away from the bottom of the hole by 150-200mm, a slurry pump is started to carry out positive circulation hole cleaning, the sediment at the bottom of the hole is not more than 50mm, if the sediment at the bottom of the hole cannot be discharged outside and the design requirement cannot be met, the sediment is fished by a sand fishing barrel, and the hole cleaning time is not less than 30 minutes. The sediment at the bottom of the hole is not more than 50 mm. After cleaning the hole, the water level height in the hole is protected, concrete is poured in 30 minutes, and if the time exceeds 30 minutes, the concrete can be poured only after the hole is cleaned again to meet the requirement.
Checking and accepting the pile hole: after the final hole of the pile hole is finished, self-checking is carried out according to design requirements, then a first party or a supervision representative is requested to check and accept the final hole depth, hole bottom sediment, slurry performance indexes and the like, and after the check and acceptance are qualified, the surface is filled to perform the visa work.
Sixthly, each machine constructor must carefully fill in the original record table during drilling, and record the footage condition of each hole, stratum change and other special conditions during construction in detail.
(III) pile forming process
The cast-in-place pile is a key link of a mechanical hole-forming cast-in-place pile, the quality of the working procedure is related to the quality of the engineering, the working procedure must be strictly treated, and each working procedure is carefully made.
1. Assembling and hoisting three piles, namely a steel reinforcement cage with a variable-diameter steel reinforcement cage at the bottom end, a steel lattice or a steel pipe with a variable-diameter steel reinforcement cage at the bottom end, and a precast pile with a variable-diameter steel reinforcement cage at the bottom end
A. The three piles must have delivery qualification certificates, and should be layered and stacked on the plain and solid ground according to specification and model, the stacking layer number is determined according to specific conditions, but should not exceed three layers, the self-inspection is qualified, and the qualified piles are reported to a supervision engineer for approval.
B. The connection of the three piles and the variable-diameter reinforcement cage is detailed in a node diagram.
C. Three types of piles are hoisted and positioned: according to the length of the pile, the pile is hung and unloaded by a crane, the verticality of the pile is guaranteed (the thickness of the underwater concrete steel bar protective layer is 50mm), hole collapse caused by hole wall touch is avoided, and the hole position is retested and positioned by a cross method.
D. Pile lapping: welding is symmetrically carried out by two or three persons and welding is carried out in the same direction. The pile sections of the upper and lower sections are kept straight when the pile is connected, and the dislocation deviation is not more than 2 mm. The welding seam should be continuous and full; the welded pile joint can be continuously lifted after being naturally cooled, and the cooling time is not less than 8 min; water cooling or welding is strictly forbidden.
2. A lower perfusion catheter:
(1) the conduit is tested for water tightness before use and an unqualified joint is not used. The guide pipe is ensured not to leak water and slurry in the underwater concrete filling process, and the quality of the pile is ensured.
(2) The corresponding number of the guide pipe sections is prepared according to the hole depth, and one-time in-place installation is guaranteed.
(3) When the guide pipe is placed downwards, the position is ensured to be correct, and the bayonet is screwed tightly.
(4) The bottom of the conduit and the bottom of the hole are ensured to have a gap of about 30cm, so that the conduit is prevented from entering the sediment, and concrete can not flow out of the pipe. In addition, the problem that the cast-in-place concrete in the first bucket cannot be buried in a guide pipe opening or the buried depth of the guide pipe is too small due to too high distance from the bottom of the hole, and mud is poured into the guide pipe again to form mud clamping, so that the pile forming quality is influenced is avoided.
(5) The quick connector is used for filling the guide pipe, the length of the guide pipe in the lower inlet pipe is generally controlled to be about 500mm away from the bottom of the hole, each guide pipe in the lower inlet hole needs to be carefully checked, the guide pipe is connected firmly and smoothly, and the connector is tight and does not leak slurry.
3. Opening a reinforcement cage:
after the variable-diameter steel reinforcement cage is installed at a designed elevation, the verticality is well controlled (the hole slope is less than or equal to 1.0%), then a mechanical winch is used for pulling out a variable-diameter steel reinforcement cage switch pin, pause is forbidden in the middle, and the steel reinforcement cage is ensured to be opened at one time. Then a second hole cleaning is prepared.
4. Secondary hole cleaning:
the secondary hole cleaning method is that an elbow and a leather cage are arranged at the top of a guide pipe, slurry is pressed into the guide pipe by a pump, and then sediment is replaced from the bottom of a hole along the outside of the guide pipe. The hole cleaning standard is that the hole depth meets the design requirement, the density of the mud at the bottom of the hole is less than or equal to 1.15, the thickness of the remeasured sediment is within 100mm, and the hole cleaning is finished at the moment, so that the concrete can be poured.
5. Underwater pouring concrete, cement paste and cement mortar:
after the preparation of hole-forming is completed, the pouring can be started, the condition that the pipe is buried in the primary pouring is about 1.5 is ensured, and a small amount of sediments at the bottom of the hole overflow to the periphery under the strong pressure of concrete sinking. The hole can return a large amount of mud to indicate that the initial irrigation is successful, and then continuous irrigation operation can be carried out according to the working procedures.
The embodiments of the present invention are not intended to limit the scope of protection, and the application of the present invention is to be protected by the following claims based on the experience and understanding of those skilled in the art.

Claims (6)

1. A compression-resistant and anti-pulling variable-diameter reinforcement cage pedestal pile is characterized in that a variable-diameter reinforcement cage framework is used as a variable-diameter reinforcement cage at the bottom of an expanded-head pile, a pile body is connected with the bottom of a fixed pile, and the diameter of the pile body is smaller than that of the pile body at the bottom of the expanded-head pile;
when the pile bottom variable diameter steel reinforcement cage is connected with a traditional cast-in-place pile steel reinforcement cage or a traditional steel pile for installation, the connection mode of the pile body and the steel reinforcement or the steel pile of the expanded head pile bottom variable diameter steel reinforcement cage is riveting, pinning, welding or flange.
2. The pile of claim 1, wherein the bottom of the enlarged footing pile is a bored concrete pile with a framework of the reinforcement cage with a variable diameter, the pile body is a conventional bored concrete pile, a prefabricated pile or a steel structure pile, the upper end of the bottom of the enlarged footing pile is connected with the pile body, and the bottom of the enlarged footing pile is a foundation pile.
3. The anti-compression and anti-pulling variable-diameter steel reinforcement cage pedestal pile according to claim 1, wherein in the variable-diameter steel reinforcement cage pedestal pile, the variable-diameter steel reinforcement cage main reinforcement and the pile body main reinforcement at the bottom of the enlarged head pile are steel reinforcements, steel strands and steel wire ropes.
4. The compression-resistant and pulling-resistant variable-diameter reinforcement cage pedestal pile according to claim 1, wherein the variable-diameter reinforcement cage at the bottom of the enlarged-headed pile is fixedly connected with the steel column, section steel or reinforcement cage of the pile body and is integrally of a concrete structure.
5. The anti-compression and anti-pulling variable-diameter reinforcement cage pedestal pile according to claim 1, wherein the variable-diameter reinforcement cage pedestal pile is formed by placing a reinforcement cage with a variable diameter in a pile hole for hole making and hole expanding, and pouring the reinforcement cage with pouring concrete, cement paste, cement mortar or stone casting and grouting and solidifying materials; when the pile body is overlong, one or more variable-diameter steel reinforcement cages are uniformly distributed on the pile body to form more than two expansion sections.
6. The anti-compression and anti-pulling variable-diameter reinforcement cage pedestal pile according to claim 1, wherein the variable-diameter reinforcement cage of the pedestal pile comprises a variable-diameter reinforcement cage characterized by a cylinder, a polygonal cylinder, a truncated cone, a trapezoidal cylinder, a sphere, a bamboo-shaped cylinder, a double layer or a plurality of layers of cages in a cage.
CN201821178734.9U 2018-07-25 2018-07-25 Resistance to compression resistance to plucking variable diameter steel reinforcement cage club-footed pile Active CN212335996U (en)

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