CN112482359A

CN112482359A - Carrier pile and hollow column hammer for construction

Info

Publication number: CN112482359A
Application number: CN202011417924.3A
Authority: CN
Inventors: 邵良荣
Original assignee: Wuhan Concrete Source Hi Tech Co ltd
Current assignee: Hubei Hainei Wushuang Construction Engineering Co ltd
Priority date: 2020-04-20
Filing date: 2020-04-20
Publication date: 2021-03-12
Anticipated expiration: 2040-04-20
Also published as: CN112482359B; CN111424644B; CN112593549B; CN112593549A; CN111424644A

Abstract

The application relates to a carrier pile and a hollow column hammer for construction, relating to the technical field of carrier piles, wherein the carrier pile comprises a concrete pile body, an influence soil body, a compacted soil body and a filler fixedly connected with the bottom end of a pulling-resistant reinforcing steel bar; the hollow column hammer for construction comprises a steel cylinder and an expansion disc, wherein the steel cylinder and the expansion disc are jointly provided with a through hole. The invention leads the concrete pile body and the composite carrier to be tightly connected into a whole, leads the carrier pile to have the functions of compression resistance and pulling resistance at the same time, solves the problem that the pile body and the carrier are easy to be separated, reduces the cost of foundation treatment, and is environment-friendly and energy-saving.

Description

Carrier pile and hollow column hammer for construction

Technical Field

The application relates to the technical field of carrier piles, in particular to a carrier pile and a hollow column hammer for construction.

Background

The carrier pile is different from the ordinary pile, and is mainly composed of an upper pile body and a lower composite carrier, wherein the pile body is generally a cast-in-place concrete structure or a high-strength prestressed precast pile, the composite carrier is a composite body which is positioned at the bottom of the pile body and tamped by deep filling, and the free falling body movement of a heavy hammer is utilized to repeatedly tamp and squeeze the deep soil body at the pile end, so that the soil body in a certain range below the pile end is most effectively reinforced and compacted to form the composite carrier.

Because the existing carrier pile technology mainly comprises an upper pile body and a lower composite carrier, the upper pile body and the carrier cannot be well connected, the pile body and the carrier are often separated from each other, and the exertion of the bearing capacity is influenced; the pile body is not connected with the carrier, and almost has no anti-pulling force.

The prior patent with application publication number CN10273337913B provides a construction method of anchor rod pile, which provides a technical proposal for improving the problems, 1, sinking a pile casing to a set depth at the pile position, 2, filling cement mixture in the pile casing, 3, sinking a special anchoring member in the pile casing, wherein the anchoring member consists of a vertical anchoring rod and a bottom anchoring disk, the anchoring disk is made of steel bars or steel plates, 4, sinking a through hammer in the pile casing by taking the vertical anchoring rod of the anchoring member as the center, 5, filling cement mixture in the pile casing, 6, lifting the through hammer in the pile casing, tamping the filled cement mixture with small energy, 7, repeating the operations of filling the cement mixture in the step 5 and the step 6 and tamping with the through hammer, and gradually forming a carrier with certain volume and compactness at the pile end.

The above prior art solutions still have the following drawbacks: the anchoring part is formed by welding two parts of a vertical anchoring rod and a bottom anchoring disk, the heavy hammer is utilized to tamp the anchoring part to enable the anchoring part to sink into a pile hole, the vertical anchoring rod and the bottom anchoring disk are easily separated from each other in the pile hole due to the fact that gravity is applied to the vertical anchoring rod and the bottom anchoring disk in the construction process, after construction is completed, the mutually separated anchoring parts are prone to uneven stress and even lose efficacy in the pile hole, the integral bearing capacity of a carrier pile is affected, resource waste is caused, and meanwhile the construction process has no characteristic of simultaneous compression resistance.

Disclosure of Invention

Aiming at the defects in the prior art, the invention aims to provide the uplift steel bar which is positioned in the carrier pile, improves the integral stability of the carrier pile and improves the tolerance of the carrier pile.

The above object of the present invention is achieved by the following technical solutions:

the utility model provides an anti-pulling reinforcing bar, is located inside the carrier pile and is hammered into the stake downthehole, includes that it indulges the muscle with fixed tensile that is a branch of, and the bottom of muscle is all be 85-95 degrees crookedness settings towards the direction that deviates from each other to a plurality of tensile, and is adjacent the bottom of muscle is indulged in the tensile is arranged along the internal diameter direction interval in stake hole.

Through adopting above-mentioned technical scheme, utilize the fashioned tensile of bottom bending to indulge the muscle as the connector, stable in structure, whole atress is even, and the tensile is indulged muscle bottom 85-95 degrees crookedness to when the bottom of muscle is indulged in the tensile is in stake hole bottom, the tensile is indulged the muscle and is bigger with the mutual traction force and the restraint power of packing of stake hole bottom, makes carrier pile overall stability stronger.

The present invention in a preferred example may be further configured to: and positioning rings are commonly wound around the periphery of the tensile longitudinal ribs, and side welding steel bars are fixedly connected between the tensile longitudinal ribs.

Through adopting above-mentioned technical scheme, the fixed connection that adjacent tensile was indulged the muscle is realized to holding ring and help welding the steel muscle, plays the effect that the muscle warp is indulged in the reduction tensile simultaneously, and the dispersion is exerted to the tensile load overall structure bearing capacity and the ability of shearing on indulging the muscle stronger.

One of the purposes of the invention is to provide a carrier pile with more uniform stress and strong single-pile compression and uplift bearing capacity.

the utility model provides a carrier pile, includes along the axial of stake hole from last concrete pile body, filler, crowded dense soil body, the influence soil body of arranging extremely down in proper order, what the resistance to plucking reinforcing bar of concrete pile body adopted is as above arbitrary technical scheme the muscle is indulged in the tensile, the bottom that the muscle was indulged in the tensile extends to in the filler.

Through adopting above-mentioned technical scheme, utilize the influence soil body, crowded dense soil body, the filler forms the compound carrier spheroid jointly, this spheroid diameter is greater than the concrete pile body far away, utilize the weight to ram, in the tensile longitudinal reinforcement that buckles integrated into one piece's bottom certain angle is embedded into the filler, indulge the muscle through the tensile with compound carrier and concrete pile body zonulae occludens, the equivalent diameter of pile body bottom has been increased, the vertical resistance to plucking and the resistance to compression bearing capacity of ultimate very big increase carrier pile, and structure economy is simple, and construction speed is fast, and it is efficient to become a stake.

The present invention in a preferred example may be further configured to: concrete pile body is including setting up in a plurality of reinforcement cage bodies of resistance to plucking reinforcing bar week side, and a plurality of reinforcement cage bodies are arranged the setting from last to down in proper order along the axial in stake hole, in the stake hole in resistance to plucking reinforcing bar with cast-in-place has the concrete between the reinforcement cage body.

By adopting the technical scheme, the main bearing structure on the upper part of the carrier pile is formed by utilizing the reinforcement cage body and the concrete, and after the main bearing structure is combined with the uplift reinforcement, the anchoring force is stronger, and the uplift bearing capacity is more stable.

The present invention in a preferred example may be further configured to: concrete pile body includes precast pile and cement mortar slip casting body, the precast pile is formed by concrete and the prefabrication of a plurality of reinforcement cage bodies, the precast pile center forms the tubular pile hole that is used for holding tensile and indulges the muscle, and the downthehole pouring of tubular pile has cement mortar to form cement mortar slip casting body around tensile and indulges the muscle.

Through adopting above-mentioned technical scheme, through at the prefabricated precast pile that forms stable in structure, the atress is comparatively stable, has better bearing capacity and shear resistance, and adaptability is strong, uses prefabricated precast pile, and the construction method is simple, has improved the efficiency of construction, has reduced construction cost.

The present invention in a preferred example may be further configured to: the steel reinforcement cage body includes that a plurality of steel reinforcement cages indulge muscle, spiral stirrup, the muscle of putting more energy into, and is a plurality of steel reinforcement cage indulges the muscle and locates resistance to plucking reinforcing bar week side along equidistant cover of stake hole axis direction, steel reinforcement cage indulges week side of muscle and encircles fixedly connected with jointly spiral stirrup, it is a plurality of steel reinforcement cage indulges the inner wall of muscle and is connected with a plurality ofly jointly the muscle of putting more energy into.

Through adopting above-mentioned technical scheme, utilize a plurality of steel reinforcement cages to indulge the muscle and constitute the steel reinforcement cage body jointly, simple structure easily makes, utilizes spiral stirrup and stiffening rib to realize that the steel reinforcement cage indulges the reinforced connection of muscle, reduces the adjacent steel reinforcement cage and indulges the deformation of muscle and the condition that drops for steel reinforcement cage body structure is more stable.

The present invention in a preferred example may be further configured to: the pile end of concrete pile shaft is provided with cushion cap and raft, a plurality of in the concrete pile shaft the one end that the bending section was kept away from to the tensile is indulged the muscle and is all upwards extended to in the cushion cap, perhaps a plurality of the tensile is indulged the muscle and is not extended to the cushion cap with in the raft.

Through adopting above-mentioned technical scheme, utilize raft and the connection that the muscle was indulged to the steel reinforcement cage body and tensile, strengthen carrier pile overall structure intensity, when the long length size of stake appears is greater than hollow column hammer length size, the tensile is indulged the muscle and is realized that compound carrier and concrete pile body are connected, the optional tensile is indulged the muscle and is not extended to cushion cap and raft in, reduce the tensile and indulge the influence that the muscle is connected with the hoist engine to the connecting rod of hollow column hammer, satisfy actual construction process demand better, guarantee the efficiency of construction

One of the purposes of the invention is to provide a hollow column hammer for construction, which is convenient for injecting the anti-pulling steel bar of the invention, hammering the filler around the bottom end of the anti-pulling steel bar, ensuring the connection strength of the bottom end of the anti-pulling steel bar and the filler and reducing the influence of the anti-pulling steel bar when hammering the filler.

the utility model provides a hollow column hammer is used in construction, includes the steel cylinder, the coaxial fixedly connected with of one end of steel cylinder enlarges the dish, the steel cylinder with enlarge the common coaxial injection through-hole of being convenient for as above arbitrary technical scheme anti-floating reinforcement injection of seting up of dish.

By adopting the technical scheme, the steel cylinder and the expansion disc realize the basic hammering function, the expansion disc is convenient for hammering the filler with a larger area at the bottom of the pile hole, the structure is simple and easy to manufacture, the hammering effect is stable, compared with the existing heavy hammer, the anti-pulling reinforcing steel bar injection device is characterized in that the injection through hole is convenient for injecting the anti-pulling reinforcing steel bar, when the anti-pulling reinforcing steel bar is positioned in the pile hole, the filler at the bottom of the pile hole can be hammered simultaneously, the construction difficulty and the manual labor force are reduced, the anti-pulling longitudinal reinforcing steel bar is integrally formed, the conditions of breakage and the like cannot occur under the action of ramming of the heavy hammer, meanwhile, the tight connection between the bottom end of the anti-pulling reinforcing steel bar and the filler is facilitated.

One of the purposes of the invention is to provide a construction process of a carrier pile, wherein the soil layer of the formed pile is shallower than that of the conventional pile forming method, the bearing capacity of a single pile is high, the quality is stable and reliable, the energy is saved, the environment is protected, and the manufacturing cost is low.

a carrier pile construction process is provided, the carrier pile is the carrier pile of any one of the above technical schemes, and comprises the following steps:

s1: measuring and paying off for pore forming, accurately setting a pile hole mark, and hammering a heavy hammer soil layer section by section at the pile hole mark position for pore forming;

s2: sinking the steel sleeve, and sinking the steel sleeve to a design elevation in the heavy punch hole forming process;

s3: tamping the filler, namely filling the filler by times after the steel sleeve is sunk to the bearing stratum, and tamping the filler for multiple times;

s4: measuring the three-strike penetration degree, after the filler is formed into a compact carrier state, measuring the three-strike penetration degree, and if the design requirement is not met, continuously filling and hammering the filler in the pile hole until the requirement of the three-strike penetration degree is met;

s5: putting the tensile longitudinal bar downwards, and putting the anti-pulling steel bar in the pile hole according to any technical scheme;

s6: tamping filler by a hollow column hammer, after the anti-pulling steel bar is lowered, sinking the hollow column hammer in any technical scheme into a pile hole, simultaneously, keeping the anti-pulling steel bar in the penetration through hole, continuously filling the filler by times, and tamping the filler for multiple times until the tensile longitudinal bar enters the carrier by no less than 40-60 cm;

s7: installing a reinforcement cage, prefabricating the reinforcement cage on site, hoisting the reinforcement cage and placing the reinforcement cage into a steel sleeve, penetrating a tensile longitudinal bar into an inner side positioning ring of the reinforcement cage, measuring the elevation of the reinforcement cage and adjusting the elevation of the reinforcement cage within an allowable error range;

s8: pouring concrete, pouring concrete slurry in the steel sleeve, measuring and controlling the elevation of the pile body of the poured concrete, controlling the elevation of the pile top within an allowable error range, and over-pouring by more than 0.8m according to the standard;

s9: and pulling the sleeve, pulling the steel sleeve out of the pile hole, controlling the pulling speed, and adopting a pulling stopping measure if necessary.

Through adopting above-mentioned technical scheme, utilize the spheroid that compound carrier formed, this spheroid diameter is greater than the concrete pile body far away, utilizes the weight ramming to indulge the muscle with the tensile that integrated into one piece's bottom certain angle was buckled and imbeds the stopping in, indulges the muscle through the tensile and with compound carrier and concrete pile body zonulae occludens, has increased the equivalent diameter of pile body bottom, the vertical resistance to compression of ultimate very big increase carrier pile and resistance to plucking bearing capacity, and structure economy is simple, construction speed is fast, becomes efficient.

The present invention in a preferred example may be further configured to: in step S6, the filler is cement-sand mixture or dry and hard concrete, the tensile longitudinal bar is driven by the heavy hammer, the bent portion of the tensile longitudinal bar with a certain angle at the bottom is embedded into the filler, and the upper portion is embedded into the concrete pile body, so that the concrete pile body is firmly connected with the filler.

In summary, the present invention includes at least one of the following advantages:

1. the tensile longitudinal rib structure formed by integrally bending the bottom is more stable, the defect that a vertical anchoring rod and a bottom anchoring disc which are welded in the prior art are easy to fall off is overcome, the structure is simple and easy to manufacture, construction in a pile hole is more convenient, the construction cost is reduced, and the environment is protected and energy is saved;

2. the uplift steel bars, the steel bar cage, the concrete pile body and the carrier jointly form the carrier pile, so that the basic supporting and bearing function of the pile body is realized, the two ends of the tensile longitudinal bars are connected with the concrete pile body and the cement mortar mixture, the anchoring force is stronger, and the tensile longitudinal bars can extend upwards to enter a bearing platform or a raft plate according to needs, so that the integral bearing capacity of the carrier pile is further enhanced;

3. the hollow column hammer is adopted to construct the carrier pile, when the uplift steel bars are positioned in the pile holes, the filler at the bottom of the pile holes can be hammered, so that the bottom ends of the uplift steel bars are conveniently and tightly connected with the filler, the construction difficulty is reduced, the manual labor force is reduced, the working efficiency is improved, the structural strength of the bottom ends of the carrier pile is ensured, and the influence of the uplift steel bars is reduced;

4. the invention fully integrates foundation treatment and foundation construction into a whole, reduces the cost of foundation treatment, greatly improves the bearing performance of the carrier pile, can adjust the construction control parameters of the carrier pile according to different terrain conditions according to local conditions, can randomly change the limit characteristic value of the vertical bearing capacity of a single pile, and better meets the engineering requirements.

Drawings

Fig. 1 is a schematic view of the overall structure of a carrier pile according to a first embodiment of the invention;

FIG. 2 is a schematic view of the connection structure of the tensile longitudinal bar and the side-welded steel bar according to the present invention;

FIG. 3 is a schematic view of the connection structure of the tensile longitudinal bar and the reinforcement cage according to the present invention;

FIG. 4 is a first schematic structural view of a hollow cylinder hammer according to the present invention;

FIG. 5 is a second schematic structural view of the hollow cylinder hammer of the present invention;

FIG. 6 is a third schematic structural view of the hollow cylinder hammer of the present invention;

FIG. 7 is an enlarged partial schematic view of portion A of FIG. 4;

FIG. 8 is a schematic view of a construction process flow according to a first embodiment of the present invention;

fig. 9 is a schematic view of the overall structure of a carrier pile according to the second embodiment of the invention;

fig. 10 is a schematic view of the overall structure of a carrier pile according to a third embodiment of the invention;

FIG. 11 is a schematic view of the construction process flow of the second and third embodiments of the present invention;

fig. 12 is a schematic view of the overall structure of a carrier pile according to the fifth embodiment of the present invention.

Reference numerals: 1. tensile longitudinal ribs; 2. a positioning ring; 3. welding reinforcing steel bars; 4. a concrete pile body; 5. a filler; 6. compacting soil; 7. affecting the soil body; 8. a reinforcement cage body; 9. prefabricating a pile; 10. grouting with cement mortar; 11. a pipe pile hole; 12. longitudinal bars of a reinforcement cage; 13. a spiral stirrup; 14. a stiffening rib; 15. a bearing platform; 16. a raft plate; 17. a steel cylinder; 18. an expansion disk; 19. penetrating into the through hole; 20. protecting the cushion block; 21. supporting a lug; 22. a connecting rod; 23. abutting against the steel sheet; 24. and reinforcing the steel bars.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings.

Example one

The invention discloses a pulling-resistant reinforcing steel bar, a carrier pile, a hollow column hammer for construction and a carrier pile construction process.

The utility model provides an anti-pulling reinforcing bar, refer to fig. 1, it is downthehole just to be beaten into the stake to be located carrier pile, the tensile reinforcing bar includes that many fixed tensile that becomes a branch of muscle 1 is indulged, the tensile is indulged muscle 1 and is adopted the screw-thread steel of HRB400 level, refer to fig. 2, muscle 1 preferred is indulged to the tensile in this embodiment is three, muscle 1 mutual contained angle becomes 120 degrees range is indulged in three tensile, muscle 1 is indulged in three tensile and is realized connecting through 3 two-sided welding of middle group welding reinforcing bar, the bottom that muscle 1 is indulged in the tensile is 85-. Referring to fig. 1, the preferred 90 degrees of buckling settings in this embodiment, the bending section of three tensile is indulged muscle 1 all extends towards the direction of keeping away from group's welding reinforcing bar 3, and adjacent tensile is indulged the bottom of muscle 1 and is arranged along the internal diameter direction interval in stake hole, and the interval angle is 120 degrees. Utilize the fashioned tensile of bottom bending to indulge muscle 1 as the connector, stable in structure, whole atress is even, and the tensile is indulged 1 bottom of muscle and is 85-95 degrees crookedness for when the bottom of muscle 1 is indulged in the tensile is in stake hole bottom, the tensile is indulged muscle 1 and is greater with the mutual traction force and the restraint power of packing of stake hole bottom, makes carrier pile overall stability stronger.

Referring to fig. 3, a positioning ring 2 is surrounded on the common circumferential side of the plurality of tensile longitudinal bars 1. Through holding ring 2 and help welding reinforcement 3 realize that adjacent tensile indulges the fixed connection of muscle 1, play the effect that the muscle 1 warp is indulged in the reduction tensile simultaneously, the dispersion is exerted and is indulged the load overall structure bearing capacity on the muscle 1 to the tensile, and the ability of shearing is stronger.

Carrier pile, refer to fig. 1, include along the axial of stake hole from last to the concrete pile shaft 4 of arranging in proper order down, stopping 5, crowded dense soil body 6, influence soil body 7, what the pile core of concrete pile shaft 4 adopted is that the muscle 1 is indulged in the tensile, the bottom of muscle 1 is indulged in the tensile extends to stopping 5, concrete pile shaft 4 still including setting up in a plurality of reinforcement cage bodies 8 of resistance to plucking reinforcing bar week side, a plurality of reinforcement cage bodies 8 arrange the setting in proper order along the axis direction of resistance to plucking reinforcing bar, it has the concrete to fill between resistance to plucking reinforcing bar and reinforcement cage body 8 in the stake hole, crowded dense soil body 6 adopts cement sand dry hard concrete and the crowded compaction of original state soil mixture to form, influence soil body 7 is the original state soil body that the stake hole bottom received the ram. The invention utilizes the tensile longitudinal bar 1 bent and formed at the bottom end as the tensile reinforcing bar, the tensile longitudinal bar 1, a reinforcing cage and a concrete pile body 4 jointly form an upper carrier of a carrier pile, the basic supporting and bearing function of the upper part of the pile body is realized, a filler 5, a compacted soil body 6 and an influence soil body 7 are combined to form a lower composite carrier sphere of the carrier pile, the diameter of the lower composite carrier sphere is far larger than that of the upper carrier, the connection of the upper concrete pile body 4 and the lower filler 5 is controlled by combining the tensile longitudinal bar 1, and the vertical compression resistance and the anti-pulling bearing capacity of the whole carrier pile are greatly increased.

Referring to fig. 3, the steel reinforcement cage body 8 includes that a plurality of steel reinforcement cages indulge muscle 12, spiral stirrup 13, stiffening rib 14, and a plurality of steel reinforcement cages indulge muscle 12 and arrange in resistance to plucking reinforcing bar week side along stake hole axis direction equidistant, and fixedly connected with spiral stirrup 13 is encircled jointly in week side of steel reinforcement cage indulges muscle 12, and a plurality of steel reinforcement cages indulge the inner wall of muscle 12 and be connected with a plurality ofly jointly stiffening rib 14. Utilize a plurality of steel reinforcement cages to indulge muscle 12 and constitute the steel reinforcement cage body 8 jointly, simple structure easily makes, utilizes spiral stirrup 13 and stiffening rib 14 to realize that the steel reinforcement cage indulges the reinforcement connection of muscle 12, reduces the adjacent steel reinforcement cage and indulges the deformation of muscle 12 and the condition that drops for the steel reinforcement cage body 8 structure is more stable.

The connection between the adjacent reinforcement cage bodies 8 and between the longitudinal bars of the reinforcement cage longitudinal bars 12 and the stiffening ribs 14 is realized by adopting single-sided lap welding. The steel bar cage bodies 8 are connected in a single-face lap welding mode, the connection is stable, the on-site rapid operation is facilitated, and the construction efficiency is high.

A plurality of cushion blocks 20 are fixedly connected to the outer peripheral side of the spiral stirrup 13, and the cushion blocks 20 are arranged at equal intervals along the circumferential direction of the tensile longitudinal bar 1. When the steel reinforcement cage is transferred in the pile hole, the spiral stirrups 13 are further limited by the protective cushion blocks 20, so that the steel reinforcement cage body 8 is positioned in the center of the pile hole, the thickness of the concrete protective layer of the longitudinal reinforcement 12 of the steel reinforcement cage is ensured, the bearing capacity of the longitudinal reinforcement 12 of the steel reinforcement cage is maintained, and the stress is more uniform.

The utility model provides a hollow column hammer is used in construction, refers to fig. 4 and 5, including steel cylinder 17, the coaxial fixedly connected with of one end of steel cylinder 17 enlarges dish 18, enlarges the diameter size of dish 18 and is greater than the setting of steel cylinder 17 diameter size, refers to fig. 6, and steel cylinder 17 and the common coaxial injection through-hole 19 of being convenient for anti-pulling steel bar injection of seting up of enlarging dish 18. The steel cylinder 17 and the expansion disc 18 realize the basic hammering function, the expansion disc 18 is convenient for hammering the filler with larger area at the bottom of the pile hole, the structure is simple and easy to manufacture, the hammering effect is stable, compared with the existing hammer, the hollow column hammer is characterized in that the injection through hole 19 is convenient for injecting the anti-pulling steel bar, the construction difficulty caused by the particularity of the structure is better solved, the filler at the bottom of the pile hole can be hammered when the anti-pulling steel bar is in the pile hole, the tight connection between the bottom end of the anti-pulling steel bar and the filler is convenient, the construction difficulty and the labor force are reduced, the tensile longitudinal bar 1 is integrally formed, the situation of fracture and the like cannot occur under the ramming action of the hammer, meanwhile, the tight connection between the bottom end of the anti-pulling steel bar and the filler is convenient, the structural strength of the bottom end of the carrier pile is ensured, and the influence of.

The steel cylinder 17 is connected with the expansion disc 18 by welding. Welded connection's steel cylinder 17 and expansion dish 18 are convenient for the later stage and are decided steel cylinder 17 and expansion dish 18, according to the specification size of stake hole and filler, change the different expansion dish 18 of area size, thickness size isoparametric on steel cylinder 17, and is more practical, and the range of application is more extensive.

Referring to fig. 7, two support lugs 21 are fixedly connected to one end of the steel cylinder 17 far away from the expansion disc 18, the two support lugs 21 are symmetrically arranged along the axis of the steel cylinder 17, a connecting rod 22 is prefabricated and penetrated through the two support lugs 21, the axis of the connecting rod 22 is perpendicular to the axis of the steel cylinder 17, two ends of the connecting rod 22 are coaxially and fixedly connected with abutting steel sheets 2318 abutting against the support lugs 21, and the two support lugs 21 and the connecting rod 22 form a structure shaped like a Chinese character 'men'. In the application process, the hollow column hammer is hoisted through the connection of the winch and the connecting rod 22, so that the subsequent hammering work is facilitated.

The steel cylinder 17 is fixedly connected with a reinforcing steel bar 24 between the two support lugs 21 at one end where the two support lugs 21 are located, and the reinforcing steel bar 24 is arranged in a T shape. The reinforcing steel bars 24 and the reinforcing rib plates are used for reinforcing the larger connecting surface between the two support lugs 21 and the steel cylinder 17, so that the connecting strength is higher and more stable.

A carrier pile construction process, referring to fig. 8, comprising the steps of:

s1: measuring, paying off and forming holes, finishing measuring and releasing a main control point on a general plan of a building according to a planning fixed point, after a supervision and inspection line is qualified, measuring and releasing pile sites, controlling an error within 2cm, accurately setting a mark for hammering out the bottom of a steel sleeve on a soil layer, preparing the steel sleeve, a heavy hammer, a main winch and an auxiliary winch, aligning and pressing the center of the steel sleeve with the center point of a pile position, pressing the upper soil layer at a low weight of one meter, adjusting the verticality of the steel sleeve to be strictly controlled within 1%, and adjusting the verticality at any time in the process of lowering the steel sleeve to prevent the verticality of the steel sleeve from being over deviated, quickly lifting and quickly dropping the heavy hammer through the main winch, and hammering the heavy hammer soil layer section by section to form holes;

s2: sinking the steel sleeve, in the process of forming the hole by the heavy hammer, utilizing an auxiliary winch to back press the steel sleeve, observing the verticality of the steel sleeve and the alignment offset condition of the immersed tube from two directions at any time in the process of sinking the tube, controlling the falling distance of the heavy hammer when the steel sleeve is close to the elevation of the pile bottom, and accurately sinking the steel sleeve to the designed elevation, wherein the hole can be formed by mainly adopting immersed tube modes such as a hammering following tube mode, a vibration hammer mode, a diesel hammer mode, a hydraulic hammer mode and the like, and also can adopt auxiliary hole leading modes such as rotary drilling, long spiral and;

s3: tamping the filler 5, after the steel sleeve is sunk to a bearing stratum, lifting the heavy hammer, putting a certain amount of the filler 5 into the steel sleeve, wherein the filling amount is 0.015-0.045 cubic meter each time, if necessary, a small amount of brick slag and stone blocks can be used for water proofing and mud cleaning, lowering the heavy hammer by a main winch to perform free falling action, and tamping the filler 5 for multiple times to ensure that the soil body at the bottom end of the pile hole is tamped and compacted to form a compacted soil body 6 and an affected soil body 7, wherein the filler 5 is cement sand mixture or dry hard concrete;

s4: measuring the three-hit penetration degree, after the filling material 5 is formed into a compact carrier state, lifting the bottom of a heavy hammer to the height of 5-7m from the bottom of a hole by a main winch, quickly dropping the heavy hammer to enable the heavy hammer to move freely, measuring the three-hit penetration degree, and if the design requirement is not met, continuing to hammer the filling material 5 and the filling material 5 in the pile hole until the requirement of the three-hit penetration degree is met;

s5: lowering the tensile longitudinal bar 1, and lowering the anti-pulling steel bar in the pile hole;

s6: tamping filler by a hollow column hammer, after the anti-pulling steel bar is lowered, sinking the hollow column hammer into a pile hole by a main winch, simultaneously, keeping the anti-pulling steel bar in a through hole 19, continuously filling the filler 5 in times, lifting and quickly lowering the hollow column hammer by the main winch, tamping the filler 5 for multiple times until the tensile longitudinal bar 1 enters a carrier which is not less than 40-60cm, driving the tensile longitudinal bar 1 by a heavy hammer, embedding the bent part with a certain angle at the bottom into the filler 5, and embedding the upper part into the concrete pile body 4, so that the concrete pile body 4 is firmly connected with the filler 5;

s7: installing a reinforcement cage, prefabricating a reinforcement cage body 8 on site, hoisting the reinforcement cage body 8 by a winch and placing the reinforcement cage body into a steel sleeve, penetrating a tensile longitudinal bar 1 into an inner positioning ring 2 of the reinforcement cage body 8, measuring the elevation of the reinforcement cage body 8 and adjusting the elevation of the reinforcement cage to be within an allowable error range;

s8: pouring concrete, pouring concrete slurry in the steel sleeve, measuring and controlling the elevation of a poured concrete pile body 4, controlling the elevation of the pile top within an allowable error range, controlling the actual measured concrete slump of each pile to be 180-220 mm, controlling the filling coefficient of the poured pile body concrete to be more than 1.1, and performing over-pouring for more than 0.8m according to the specification;

s9: and (3) pulling the sleeve, pulling the steel sleeve out of the pile hole through the auxiliary winch of the pile machine, controlling the pulling speed, and adopting a pulling stopping measure if necessary.

After the steel sleeve is completely pulled out, the steel sleeve is manually vibrated by a vibrating rod. The vibration basically adopts the principle of one-time insertion to the bottom and fast insertion and slow pulling. If a small amount of piles cannot be vibrated, the vibrating rods are placed on a reinforcement cage to be properly vibrated so as to ensure the concrete compactness of the pile body and achieve the design strength.

The implementation principle of the embodiment is as follows:

the invention uses the tensile longitudinal bar 1 with the bent bottom end as the tensile reinforcing bar, and the tensile longitudinal bar 1, the reinforcing cage, the concrete pile body 4 and the carrier form the carrier pile together. The invention realizes the basic supporting and bearing function of the upper part of the pile body, combines cement mortar mixture or dry and hard concrete, compacted soil 6 and composite carrier which influences soil 7 to form a carrier pile, utilizes tensile longitudinal ribs 1 to tie and restrain the upper concrete pile body 4 and the lower cement mortar mixture or dry and hard concrete, solves the problem that the carrier pile has the functions of pressure resistance and pulling resistance at the same time, and increases the shearing resistance of the pile body because the pile body and the carrier are connected into a whole;

the hollow column hammer better solves the construction difficulty caused by the structural particularity of the invention, can hammer the filler at the bottom of the pile hole when the uplift steel bar is positioned in the pile hole, is convenient for the tight connection between the bottom end of the uplift steel bar and the filler, improves the construction efficiency on the basis of ensuring the construction quality, fully integrates the foundation treatment and the foundation construction into a whole, reduces the foundation treatment cost, greatly improves the bearing performance of the carrier pile, and better meets the engineering requirement.

Example two

The difference from the first embodiment is that:

referring to fig. 9, concrete pile body 4 includes precast pile 9 and cement mortar slip casting 10, precast pile 9 is formed by concrete and the prefabrication of a plurality of steel reinforcement cage bodies 8, precast pile 9 is pipe pile or square tubular pile, precast pile 9 center forms and is used for holding tensile vertical reinforcement 1's tubular pile hole 11, it has cement mortar to form cement mortar slip casting 10 to pour into a mould around tensile vertical reinforcement 1 in tubular pile hole 11, the pile end of concrete pile body 4 is provided with cushion cap 15 and raft 16, a plurality of tensile vertical reinforcement 1 in the concrete pile body 4 keep away from the one end of bending segment and all upwards extend to in cushion cap 15.

EXAMPLE III

The difference from the second embodiment is that:

referring to fig. 10, one end of each of the plurality of tensile longitudinal bars 1 in the concrete pile body 4, which is far away from the bent section, does not enter the bearing platform 15 and the raft 16.

The construction process of the carrier pile in the second embodiment is the same as that in the third embodiment, and specifically comprises the following steps:

steps S1-S6 and S9 of the above two embodiments are the same as steps S1-S6 and S9 of the first embodiment, and referring to fig. 11, the difference from the first embodiment is that:

s7: installing a precast pile 9, prefabricating a plurality of reinforcement cage bodies 8 and concrete to form the precast pile 9, hoisting the precast pile 9 by a winch and placing the precast pile 9 into a steel sleeve, penetrating tensile longitudinal ribs 1 into pipe pile holes 11 of the precast pile 9, measuring the elevation of the precast pile 9, adjusting the precast pile 9 within an allowable error range, controlling the elevation of the pile top within the allowable error range, and controlling the actually measured concrete slump of each pile to be 180-220 mm;

s8: pouring cement mortar, pouring the cement mortar in the precast pile 9, and measuring and controlling the elevation of the poured cement mortar;

the implementation principle and the beneficial effects of the two embodiments are as follows:

through at prefabricated precast pile 9 that forms stable in structure, the atress is comparatively stable, has better holding power and shear resistance, and adaptability is strong, uses prefabricated precast pile, and the construction method is simple, has improved the efficiency of construction, has reduced construction cost.

Example four

The difference from the first embodiment is that:

referring to fig. 1, the pile end of the concrete pile body 4 is provided with a bearing platform 15 and a raft 16, and one end of each of the plurality of tensile longitudinal bars 1 in the concrete pile body 4, which is far away from the bending section, extends upwards into the bearing platform 15. The integral structure strength of the carrier pile is enhanced by utilizing the connection of the raft 16, the reinforcement cage body 8 and the tensile longitudinal bar 1.

EXAMPLE five

The difference from the fourth embodiment is that:

referring to fig. 12, one end of each of the plurality of tensile longitudinal bars 1 in the concrete pile body 4, which is far away from the bent section, does not enter the bearing platform 15 and the raft 16.

The implementation principle and the beneficial effects of the embodiment are as follows:

in the work progress, appear that long length of pile size is greater than hollow column hammer length size, indulge muscle 1 in the tensile and realize that compound carrier and concrete pile shaft 4 are connected the back, can select tensile to indulge muscle 1 and do not extend to cushion cap 15 and raft 16 in, reduce the tensile and indulge the muscle 1 to the connecting rod 22 and the hoist engine of hollow column hammer be connected influence, satisfy actual construction technology demand better, ensure the efficiency of construction.

EXAMPLE six

The difference from the first embodiment is that:

the number of the tensile longitudinal ribs 1 is selected to be one of four, five and six, the included angles of the four tensile longitudinal ribs 1 are arranged at 90 degrees, the included angles of the five tensile longitudinal ribs 1 are arranged at 72 degrees, and the like.

the anti-pulling reinforcing bar that muscle 1 constitutes is indulged in tensile of different quantity has different tensile value, according to the difference of the anti-pulling force of the different carrier piles of field calculation, selects the tensile of different quantity and indulges muscle 1, ensures the structural stability of carrier pile, satisfies the construction demand better.

EXAMPLE seven

The difference from the first embodiment is that:

the tensile longitudinal bars 1 are connected by adopting binding steel bars to surround and tighten, and the joint of the binding steel bars and the tensile longitudinal bars 1 is welded by adopting single-side lap welding. Convenient operation, convenient site operation and high connection strength.

Example eight

The difference from the first embodiment is that:

the bottom end of the tensile longitudinal rib 1 is arranged in a bent shape of 85-90 degrees. The bottom of muscle 1 is indulged in the tensile and is kept away from one side bending angle of group's welding reinforcing bar 3 for tensile strength between the kink of muscle 1 is indulged in the tensile and the compound carrier is higher, further strengthens the holistic tensile strength and the resistance to shear force of carrier pile.

The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.

Claims

1. A carrier pile, characterized in that: comprises a concrete pile body (4), a filling material (5), a compacted soil body (6) and an influencing soil body (7) which are sequentially arranged from top to bottom along the axial direction of a pile hole, the concrete pile body (4) is internally provided with anti-pulling reinforcing steel bars which are positioned in the carrier pile and are hammered into the pile hole, each anti-pulling reinforcing steel bar comprises a plurality of tensile longitudinal ribs (1) fixed into a bundle, the bottom ends of the tensile longitudinal ribs (1) are all arranged in a bending shape of 85-95 degrees towards the direction deviating from each other, the bottom ends of the adjacent tensile longitudinal ribs (1) are arranged at intervals along the inner diameter direction of the pile hole, the bottom of muscle (1) is indulged in the tensile extends to in stopping (7), concrete pile body (4) are including setting up in a plurality of reinforcement cage bodies (8) of resistance to plucking reinforcing bar week side, and a plurality of reinforcement cage bodies (8) are arranged the setting from last to down in proper order along the axial in stake hole, in the stake hole in resistance to plucking reinforcing bar with cast-in-place has the concrete between the reinforcement cage body (8).

2. The carrier pile of claim 1, wherein: the steel reinforcement cage body (8) include that a plurality of steel reinforcement cages indulge muscle (12), spiral stirrup (13), stiffening rib (14), and is a plurality of steel reinforcement cage indulges muscle (12) and locates resistance to plucking reinforcing bar week side along equidistant cover of stake hole axis direction, steel reinforcement cage indulges week side of muscle (12) and encircles fixedly connected with jointly spiral stirrup (13), and is a plurality of the inner wall that steel reinforcement cage indulged muscle (12) is connected with a plurality ofly jointly stiffening rib (14).

3. The carrier pile of claim 2, wherein: concrete pile body (4) are including precast pile (9) and cement mortar slip casting body (10), precast pile (9) are formed by concrete and a plurality of reinforcement cage body (8) prefabrication, precast pile (9) center forms and is used for holding tubular pile hole (11) of muscle (1) are indulged in the tensile, tubular pile hole (11) in the tensile is indulged and is poured around muscle (1) and have cement mortar to form cement mortar slip casting body (10).

4. The carrier pile of claim 1, wherein: the periphery of each tensile longitudinal rib (1) is jointly surrounded by a positioning ring (2), and a welding steel bar (3) is fixedly connected between the tensile longitudinal ribs (1).

5. The carrier pile of claim 1, wherein: the pile end of concrete pile body (4) is provided with cushion cap (15) and raft (16), a plurality of in concrete pile body (4) the one end that kink is kept away from in tensile longitudinal reinforcement (1) all upwards extends to cushion cap (15) with in raft (16).

6. The carrier pile of claim 1, wherein: the pile end of concrete pile body (4) is provided with cushion cap (15) and raft (16), a plurality of in concrete pile body (4) the one end that kink is kept away from in tensile longitudinal reinforcement (1) does not extend to cushion cap (15) with in raft (16).

7. The utility model provides a hollow column hammer is used in construction which characterized in that: the steel cylinder comprises a steel cylinder (17), wherein one end of the steel cylinder (17) is coaxially and fixedly connected with an expansion disc (18), and the steel cylinder (17) and the expansion disc (18) are coaxially provided with a through hole (19) for facilitating the penetration of the anti-pulling steel bar according to any one of claims 1-6.

8. The hollow column hammer for construction according to claim 7, wherein: keep away from steel cylinder (17) enlarge two journal stirrup (21) of one end fixedly connected with of dish (18), two journal stirrup (21) are followed the axis symmetry of steel cylinder (17) sets up, connecting rod (22) have been worn in two common prefabrication of journal stirrup (21), the axis of connecting rod (22) with the axis of steel cylinder (17) sets up perpendicularly, the coaxial fixedly connected with butt in the butt steel sheet of two journal stirrup (21) in both ends of connecting rod (22), two journal stirrup (21) with connecting rod (22) constitute "door" font structure jointly.

9. The hollow column hammer for construction according to claim 8, wherein: the steel cylinder (17) is fixedly connected with reinforcing steel bars (24) between the two support lugs (21) at one end where the two support lugs (21) are located, and the reinforcing steel bars (24) are arranged in a T shape.