CN111424644B - Carrier pile construction process - Google Patents

Abstract

The invention relates to a construction process of a pulling-resistant reinforcing steel bar, a carrier pile, a hollow column hammer for construction and the carrier pile, which relates to the technical field of the carrier pile and comprises a plurality of tensile longitudinal ribs with bent bottom ends; the carrier pile comprises a concrete pile body, an influence soil body, a compaction soil body and a filler fixedly connected with the bottom end of the uplift steel bar; the hollow column hammer for construction comprises a steel cylinder and an expansion disc which are jointly provided with a through hole, and a carrier pile construction process comprises the following steps: s1: measuring and paying off to form a hole; s2: sinking the steel sleeve; s3: tamping a filler; s4: measuring the penetration of the three shots; s5: lowering tensile longitudinal bars; s6: tamping the filler by a hollow column hammer; s7: installing a reinforcement cage; s8: pouring concrete S9: and pulling the sleeve. 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

A kind of carrier pile construction technology

technical field

The invention relates to the technical field of carrier piles, in particular to a pull-resistant steel bar, a carrier pile, a hollow column hammer for construction and a construction process of the carrier pile.

Background technique

The carrier pile is a kind of pile that is different from the general sense. The carrier pile is mainly composed of the upper pile body and the lower "composite carrier". The pile body is generally a cast-in-place concrete structure or a high-strength prestressed prefabricated pile. The "composite carrier" is The composite body located at the bottom of the pile body and tamped by the deep filler, the free fall motion of the heavy hammer is used to repeatedly fill and compact the deep soil at the end of the pile, so that the soil within a certain range below the end of the pile can be most effectively reinforced Compacting to form a "composite carrier" is the technical core of this type of pile, which can diffuse and reduce the stress at the pile end layer by layer, change the traditional interaction between the pile end and the foundation soil, and fully mobilize the The bearing capacity of the foundation soil at the pile end greatly improves the bearing capacity of the pile.

Since the existing carrier pile technology is mainly composed of the upper pile body and the lower "composite carrier", the upper pile body and the carrier cannot be well connected, which often leads to the separation of the pile body and the carrier, which affects the bearing capacity; The carrier is not connected and has little resistance to pull-out.

In the prior art, some people have proposed a construction method for anchor piles, and proposed technical solutions to improve the above problems. 1. At the pile position, the casing is sunk to a set depth, and 2. the casing is filled with Cement mixture, 3. A special anchor is sunk into the casing. The anchor is composed of a vertical anchor rod and a bottom anchor plate. The anchor plate is made of steel bars or steel plates. 4. The vertical anchor rod of the anchor is centered. , sink the penetrating hammer into the casing, 5. Fill the casing with cement mixture, 6. Lift the penetrating hammer in the casing, ram the filled cement mixture with low energy, 7. Repeat the above steps In the operations of filling in the cement mixture and ramming with a piercing hammer in step 5 and step 6, a carrier with a certain volume and density is gradually formed at the end of the pile.

The above-mentioned prior art scheme still has the following defects: the anchor is composed of a vertical anchor rod and a bottom anchoring plate welded by two parts, and the anchor is rammed with a heavy hammer to sink it into the pile hole. During the construction process, it is easy to cause The vertical anchor rod and the bottom anchor plate are detached in the pile hole by gravity. After the construction is completed, the detached anchors are prone to uneven force or even failure in the pile hole, which affects the overall bearing capacity of the carrier pile and causes waste of resources. The construction process does not have the characteristics of simultaneous compression.

SUMMARY OF THE INVENTION

In view of the deficiencies in the prior art, one of the objectives of the present invention is to provide a pull-out steel bar located in the carrier pile to improve the overall stability of the carrier pile and improve the bearing capacity of the carrier pile.

The above-mentioned purpose of the present invention is achieved through the following technical solutions: the pull-out steel bars are located inside the carrier pile and are hammered into the pile holes, and are characterized in that: comprising multiple tensile longitudinal bars that are fixed in a bundle, a plurality of The bottom ends of the tensile longitudinal bars are arranged in a curved shape of 85-95 degrees in the direction away from each other, and the bottom ends of the adjacent tensile longitudinal bars are arranged at intervals along the inner diameter direction of the pile hole.

By adopting the above technical solution, the tensile longitudinal rib formed by bending the bottom end is used as the connecting piece, the structure is stable, the overall force is uniform, and the bottom end of the tensile longitudinal rib is bent at 85-95 degrees, so that the bottom end of the anti-tensile longitudinal rib is bent at 85-95 degrees. When the end is at the bottom end of the pile hole, the mutual traction force and binding force of the tensile longitudinal reinforcement and the filler at the bottom end of the pile hole are larger, which makes the overall stability of the carrier pile stronger.

In a preferred example of the present invention, it can be further configured that: a plurality of the tensile longitudinal bars are jointly surrounded by a positioning ring on the peripheral sides, and a welding helper steel bar is fixedly connected between the tensile longitudinal bars.

By adopting the above technical solution, the positioning ring and the welding helper bars realize the fixed connection of the adjacent tensile longitudinal bars, and at the same time play the role of reducing the deformation of the tensile longitudinal bars, dispersing the loads applied to the tensile longitudinal bars. The overall structural bearing capacity and Stronger shear resistance.

One of the objectives of the present invention is to provide a carrier pile with more uniform stress and strong compressive and pull-out bearing capacity of a single pile.

The above-mentioned invention purpose of the present invention is achieved through the following technical solutions: the carrier pile includes the concrete pile body, the filler, the compacted soil body, and the influence soil body, which are arranged in sequence from top to bottom along the axial direction of the pile hole, so the The anti-pulling reinforcement of the concrete pile body is the above-mentioned tensile longitudinal reinforcement, and the bottom end of the tensile longitudinal reinforcement extends into the filler.

By adopting the above technical scheme, the impacted soil, the compacted soil and the filler are used to form a composite carrier sphere. The diameter of the sphere is much larger than that of the concrete pile body. The bottom end of the integrally formed is bent at a certain angle by ramming with a heavy hammer. The tensile longitudinal reinforcement is embedded in the filler, and the composite carrier and the concrete pile body are closely connected by the tensile longitudinal reinforcement, which increases the equivalent diameter of the bottom end of the pile body, and finally greatly increases the vertical pull-out resistance of the carrier pile. Compressive bearing capacity, economical and simple structure, fast construction speed and high pile forming efficiency.

In a preferred example of the present invention, the concrete pile body can be further configured as follows: the concrete pile body includes a plurality of reinforcing bar cages arranged on the peripheral side of the pull-out steel bars, and the plurality of reinforcing bar cages are arranged in sequence from top to bottom along the axial direction of the pile hole In the pile hole, concrete is poured in-situ between the pull-out reinforcement and the reinforcement cage.

By adopting the above technical scheme, the steel cage and concrete are used to form the main bearing structure of the upper part of the carrier pile. After combining with the pull-resistant steel bars, the anchoring force is stronger and the pull-resistant bearing capacity is more stable.

In a preferred example of the present invention, it can be further configured as follows: the concrete pile body includes a prefabricated pile and a cement mortar grouting body, the prefabricated pile is prefabricated by concrete and a plurality of steel cages, and the center of the prefabricated pile is formed The pipe pile hole is used for accommodating the tensile longitudinal reinforcement, and the cement mortar is poured around the tensile longitudinal reinforcement in the pipe pile hole to form a cement mortar grouting body.

By adopting the above technical scheme, by forming prefabricated prefabricated piles with stable structure in prefabrication, the force is relatively stable, with better supporting force and shear resistance, strong adaptability, using prefabricated prefabricated piles, the construction method is simple, and the construction efficiency is improved. , reducing the construction cost.

In a preferred example of the present invention, it can be further configured that: the reinforcing bar cage body includes a plurality of reinforcing bar cage longitudinal bars, spiral stirrups, and stiffening bars, and a plurality of the reinforcing bar cage longitudinal bars are sleeved at equal intervals along the axis direction of the pile hole On the peripheral side of the pull-resistant steel bar, the spiral stirrups are connected together around the peripheral side of the longitudinal bars of the reinforcement cage, and the inner walls of the longitudinal bars of the reinforcement cage are jointly connected with a plurality of the stiffening bars.

By adopting the above technical scheme, a plurality of longitudinal bars of the steel cage are used to form a steel cage body, the structure is simple and easy to manufacture, and the reinforcement connection of the longitudinal bars of the steel cage is realized by using the spiral stirrups and the stiffening bars, and the deformation of the longitudinal bars of the adjacent steel cages is reduced. The situation of falling off makes the steel cage structure more stable.

In a preferred example of the present invention, it can be further configured that: the pile end of the concrete pile body is provided with a cap and a raft, and one end of the plurality of tensile longitudinal bars in the concrete pile body away from the bending section is Extend upwards into the deck, or a plurality of the tensile longitudinal bars do not extend into the deck and the raft.

By adopting the above technical scheme, the overall structural strength of the carrier pile is strengthened by using the connection between the raft, the steel cage and the tensile longitudinal reinforcement. For concrete pile body connection, the tensile longitudinal reinforcement can be selected not to extend into the bearing platform and the raft, so as to reduce the influence of the tensile longitudinal reinforcement on the connection between the connecting rod of the hollow column hammer and the hoist, so as to better meet the actual construction process requirements and ensure Construction Efficiency One of the objectives of the present invention is to provide a pull-resistant steel bar that is easy to penetrate into the present invention, to facilitate hammering of the filler around the bottom end of the pull-resistant steel bar, to ensure the connection strength between the bottom end of the pull-resistant steel bar and the filler, and to reduce the hammering of the filler. Hollow column hammer for construction when resisting the influence of pulling out steel bars.

The above-mentioned purpose of the present invention is achieved through the following technical solutions: a hollow column hammer for construction, including a steel cylinder, one end of the steel cylinder is fixedly connected with an expansion plate, and the steel cylinder and the expansion plate are coaxially connected with each other. The shaft is provided with a through hole which is convenient for the penetration of the pull-out steel bar described in the above technical solution.

By adopting the above technical solution, the steel cylinder and the expansion disc realize the basic hammering function, the expansion disc is convenient for hammering a larger area of the filler at the bottom of the pile hole, the structure is simple and easy to manufacture, and the hammering effect is stable, which is different from the existing heavy hammer. In contrast, the characteristic is that the penetration through hole is convenient for penetrating the anti-pulling steel bar. When the anti-pulling steel bar is in the pile hole, the bottom filler of the pile hole can be hammered at the same time, which reduces the difficulty of construction and manual labor. It is integrally formed, and will not break under the action of heavy hammer ramming. At the same time, it is convenient for the close connection between the bottom end of the anti-pulling steel bar and the filler, which ensures the structural strength of the bottom end of the carrier pile of the present invention, and reduces the influence of the anti-pulling steel bar itself. .

One of the objectives of the present invention is to provide a carrier pile construction process with a shallower soil layer than conventional pile forming methods, high single pile bearing capacity, stable and reliable quality, energy saving and environmental protection, and low cost.

The above-mentioned purpose of the present invention is achieved through the following technical solutions: a carrier pile construction process, the carrier pile is the carrier pile described in any of the above technical solutions, and is characterized in that, comprising the following steps:

S1: Measure the line to form a hole, accurately set the pile hole mark, and hammer the soil layer section by section to form a hole at the position of the pile hole mark;

S2: sink the steel sleeve, and sink the steel sleeve to the design elevation during the process of hammering the hole;

S3: The packing is rammed. After the steel sleeve is placed in the bearing layer, the packing is filled in stages, and the packing is rammed several times;

S4: Measure the three-strike penetration. After the filler is formed into a dense carrier state, measure the three-strike penetration. If it does not meet the design requirements, continue to fill and hammer the filler in the pile hole until it meets the three-strike penetration requirements;

S5: Lay down the tensile longitudinal reinforcement, and lower the pullout reinforcement in the pile hole;

S6: The hollow column hammer rams the filler. After the anti-pulling steel bar is lowered, the hollow column hammer is lowered into the pile hole. At the same time, the anti-pulling steel bar is in the through hole. The length of the tensile reinforcement into the carrier is not less than 40-60cm;

S7: Install the reinforcement cage, prefabricate the reinforcement cage on site, hoist the reinforcement cage and put it into the steel sleeve, insert the tensile longitudinal reinforcement into the inner positioning ring of the reinforcement cage, measure the elevation of the reinforcement cage and adjust it The elevation of the steel cage is within the allowable error range;

S8: pour concrete, pour concrete slurry in the steel sleeve, measure and control the elevation of the poured concrete pile body, control the elevation of the pile top within the allowable error range, and overfill it by more than 0.8m according to the specification;

S9: Pull out the sleeve, pull out the steel sleeve from the pile hole, control the pull-out speed, and take measures to stop pulling if necessary.

By adopting the above technical scheme, a sphere formed by a composite carrier, the diameter of which is much larger than the concrete pile body, is used to embed the integrally formed tensile longitudinal reinforcement at a certain angle at the bottom end into the filler by ramming with a heavy hammer. The tensile longitudinal reinforcement closely connects the composite carrier and the concrete pile body, which increases the equivalent diameter of the bottom end of the pile body, and ultimately greatly increases the vertical compressive and uplift bearing capacity of the carrier pile. The structure is economical and simple, and the construction speed is fast. , the pile forming efficiency is high.

In a preferred example of the present invention, it can be further configured as follows: in step S6, the filler is a cement-sand mixture or dry-hard concrete, and the tensile longitudinal reinforcement is driven by a heavy hammer, and the bent part of the bottom at a certain angle is embedded in the filler , the upper part is embedded in the concrete pile body, so that the concrete pile body and the filler are firmly connected.

To sum up, the present invention includes at least one of the following beneficial technical effects: 1. The structure of the tensile longitudinal rib formed by integral bending at the bottom is more stable, which overcomes the easy falling off of the welded vertical anchor rod and bottom anchor plate in the prior art The structure is simple and easy to manufacture, and it is more convenient for construction in the pile hole, which reduces the construction cost, environmental protection and energy saving;

2. The uplift steel bar, steel cage, concrete pile body and the carrier together form the carrier pile, which realizes the basic support and bearing function of the pile body. Stronger, according to needs, the tensile longitudinal reinforcement can extend upward into the platform or the raft, further enhancing the overall bearing capacity of the carrier pile of the present invention;

3. The carrier pile of the present invention is constructed by using a hollow column hammer. When the pull-resistant steel bar is in the pile hole, the bottom filler of the pile hole can also be hammered, which facilitates the close connection between the bottom end of the pull-resistant steel bar and the filler, and reduces the impact of the pull-resistant steel bar. The construction difficulty is reduced, the manual labor is reduced, the work efficiency is improved, the bottom end structural strength of the carrier pile of the present invention is guaranteed, and the influence of the anti-pulling steel bar itself is reduced;

4. The present invention fully integrates foundation treatment and foundation construction, reduces the cost of foundation treatment, greatly improves the bearing performance of the carrier pile, and can adjust the construction control parameters of the carrier pile according to different terrain conditions according to local conditions, and can be arbitrarily changed. The limit characteristic value of the vertical bearing capacity of a single pile can better meet the engineering needs.

Description of drawings

1 is a schematic diagram of the overall structure of the carrier pile according to the first embodiment of the present invention; FIG. 2 is a schematic diagram of the connection structure of the tensile longitudinal reinforcement and the welding reinforcement in the present invention;

Fig. 3 is the connection structure schematic diagram of tensile longitudinal reinforcement and reinforcement cage in the present invention;

Fig. 4 is the structural representation one of the hollow cylinder hammer of the present invention;

Fig. 5 is the structural representation two of the hollow cylinder hammer of the present invention;

Fig. 6 is the structural representation three of the hollow cylinder hammer of the present invention;

Fig. 7 is the partial enlarged schematic diagram of A part in Fig. 4;

8 is a schematic diagram of a construction process flow diagram of Embodiment 1 of the present invention;

9 is a schematic diagram of the overall structure of the carrier pile of the second embodiment of the present invention;

Figure 10 is a schematic diagram of the overall structure of the carrier pile according to the third embodiment of the present invention;

11 is a schematic diagram of the construction process flow of Embodiment 2 and Embodiment 3 of the present invention;

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

Reference signs: 1. Tensile longitudinal reinforcement; 2. Positioning ring; 3. Welding reinforcement; 4. Concrete pile body; 5. Filling material; 6. Compacted soil; 7. Influenced soil; 8. Steel cage 9. Prefabricated piles; 10. Cement mortar grouting body; 11. Pipe pile holes; 12. Longitudinal reinforcement of steel cages; 13. Spiral stirrups; 14. Stiffeners; 15. Caps; 16. Rafts; 17 , steel cylinder; 18, expansion plate; 19, through hole; 20, protective pad; 21, lug; 22, connecting rod; 23, abutting steel sheet; 24, reinforcing steel bar.

Detailed ways

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

Embodiment 1 The invention discloses the construction process of the anti-pulling steel bar, the carrier pile, the hollow column hammer for construction and the carrier pile.

The pull-out steel bar, referring to Figure 1, is located inside the carrier pile and is hammered into the pile hole. The tensile steel bar includes a plurality of tensile longitudinal bars 1 fixed into a bundle. Referring to FIG. 2 , the number of tensile longitudinal ribs 1 in this embodiment is preferably three, and the three tensile longitudinal ribs 1 are arranged at a 120-degree angle to each other. The connection is realized by welding, and the bottom ends of the tensile longitudinal bars 1 are all bent at 85-95 degrees. Referring to FIG. 1 , in this embodiment, it is preferably set by bending at 90 degrees, and the bending sections of the three tensile longitudinal bars 1 all extend in the direction away from the welding reinforcement bars 3, and the bottom ends of the adjacent tensile longitudinal bars 1 are along the The inner diameter of the pile holes is arranged at intervals, and the interval angle is 120 degrees. The tensile longitudinal rib 1 formed by bending the bottom end is used as a connecting piece, the structure is stable, and the overall force is uniform. At the bottom end of the hole, the mutual traction force and binding force of the tensile longitudinal reinforcement 1 and the filler at the bottom end of the pile hole are greater, so that the overall stability of the carrier pile is stronger.

Referring to FIG. 3 , a positioning ring 2 surrounds the common peripheral side of the plurality of tensile longitudinal ribs 1 . The fixed connection of the adjacent tensile bars 1 is achieved through the positioning ring 2 and the welding reinforcement bars 3, and at the same time, the deformation of the tensile bars 1 is reduced, and the overall structural bearing capacity of the load applied to the tensile bars 1 is dispersed. Stronger shear resistance.

The carrier pile, referring to Figure 1, includes a concrete pile body 4, a filler 5, a compacted soil body 6, and an impact soil body 7, which are sequentially arranged along the axial direction of the pile hole from top to bottom. The core of the concrete pile body 4 adopts The bottom end of the tensile longitudinal reinforcement 1 extends into the filler 5, and the concrete pile body 4 also includes a plurality of reinforcement cages 8 arranged on the peripheral side of the pullout reinforcement. They are arranged in sequence along the axial direction of the pull-up steel bars. The pile holes are filled with concrete between the pull-up steel bars and the steel cage body 8. The compacted soil body 6 is made of cement sand dry hard concrete and undisturbed soil. The affected soil body 7 is the undisturbed soil body subjected to ramming at the bottom of the pile hole. The present invention utilizes the anti-tensile longitudinal bars 1 formed by bending the bottom end as the anti-tensile steel bars, and the upper carrier of the carrier pile is formed by the anti-tensile longitudinal bars 1, the reinforcement cage and the concrete pile body 4 together, so as to realize the basic supporting and bearing function of the upper part of the pile body. , combined with filler 5, compacted soil 6, and affected soil 7 to form the lower composite carrier sphere of the carrier pile. The diameter of the lower composite carrier sphere is much larger than that of the upper carrier. Combined with the tensile longitudinal reinforcement 1, the upper concrete pile body 4 and the The connection and restraint of the lower filling material 5 ultimately greatly increases the vertical compressive and uplift bearing capacity of the whole carrier pile. High shear resistance, economical and simple structure, and fast construction speed.

3, the reinforcement cage body 8 includes a plurality of reinforcement cage longitudinal bars 12, spiral stirrups 13, and stiffeners 14. A plurality of reinforcement cage longitudinal reinforcement bars 12 are arranged at equal intervals along the axis direction of the pile hole on the periphery of the pull-out reinforcement bars. The circumferential sides of the longitudinal bars 12 are jointly connected with the spiral stirrups 13 , and the inner walls of the plurality of longitudinal bars 12 of the reinforcing cage are commonly connected with a plurality of the stiffening bars 14 . The reinforcement cage body 8 is formed by using a plurality of reinforcement cage longitudinal bars 12, and the structure is simple and easy to manufacture. The spiral stirrups 13 and the stiffeners 14 are used to realize the reinforced connection of the reinforcement cage longitudinal reinforcement bars 12, thereby reducing the deformation of the adjacent reinforcement cage longitudinal reinforcement bars 12 and the In the case of falling off, the structure of the steel cage body 8 is more stable.

The connection between the adjacent reinforcement cage bodies 8 and the longitudinal reinforcement of the reinforcement cage longitudinal reinforcement 12 and the reinforcement reinforcement 14 is realized by single-sided lap welding. The steel cage body 8 is connected by single-sided lap welding, the connection is stable, it is convenient for on-site quick operation, and the construction efficiency is high.

A plurality of protective pad blocks 20 are fixedly connected to the outer peripheral side of the spiral stirrup 13 , and the plurality of protective pad blocks 20 are arranged at equal intervals along the circumferential direction of the tensile longitudinal rib 1 . When laying down the reinforcement cage in the pile hole, the spiral stirrup 13 is further limited by the protective pad 20, so that the reinforcement cage body 8 is located in the center of the pile hole, so as to ensure the thickness of the concrete protective layer of the longitudinal reinforcement of the reinforcement cage 12 and keep the reinforcement cage. The bearing capacity of the longitudinal bars 12 is more uniform.

The hollow column hammer for construction, referring to Figure 4 and Figure 5, includes a steel cylinder 17, one end of the steel cylinder 17 is fixedly connected with an enlarged disk 18, and the diameter of the enlarged disk 18 is set larger than the diameter of the steel cylinder 17, with reference to Figure 6, The steel cylinder 17 and the enlarged disc 18 are coaxially provided with through holes 19 for facilitating the penetration of the pull-out steel bars. The steel cylinder 17 and the expansion plate 18 realize the basic hammering function. The expansion plate 18 is convenient for hammering a larger area of filler at the bottom of the pile hole. The structure is simple and easy to manufacture, and the hammering effect is stable. Compared with the existing heavy hammer, The characteristic is that the penetration through hole 19 is convenient for penetrating the anti-pulling steel bar, and the hollow column hammer can better solve the construction difficulties caused by the particularity of the structure of the present invention. When the anti-pulling steel bar is in the pile hole, it can simultaneously The bottom filler is hammered, which facilitates the close connection between the bottom end of the anti-pulling steel bar and the filler, and reduces the difficulty of construction and manual labor. At the same time, the close connection between the bottom end of the anti-pulling steel bar and the filler is facilitated, the structural strength of the bottom end of the carrier pile of the present invention is guaranteed, and the influence of the anti-pulling steel bar itself is reduced.

The steel cylinder 17 and the expansion disc 18 are connected by welding. The steel cylinder 17 and the expansion disc 18 connected by welding are convenient for cutting the steel cylinder 17 and the expansion disc 18 in the later stage. According to the specifications of the pile hole and the filler, the expansion disc 18 with different parameters such as area size and thickness is replaced on the steel cylinder 17. , which is more practical and has a wider range of applications.

Referring to FIG. 7 , two lugs 21 are fixedly connected to one end of the steel cylinder 17 away from the expansion plate 18 . The two lugs 21 are symmetrically arranged along the axis of the steel cylinder 17 . The axis of the rod 22 is perpendicular to the axis of the steel cylinder 17, and both ends of the connecting rod 22 are coaxially and fixedly connected with abutting steel sheets 23 abutting against the lugs 21. The two lugs 21 and the connecting rod 22 together form a "door". ” glyph structure. During the application process, the hoisting of the hollow column hammer is realized through the connection between the hoist and the connecting rod 22, so as to facilitate the subsequent hammering work.

The connecting steel pipe is at one end where the two lugs 21 are located, and a reinforcing bar 24 is fixedly connected between the two lugs 21 , and the reinforcing bars 24 are arranged in a "T" shape. The connection surface between the two lugs 21 and the steel cylinder 17 is strengthened by the reinforcing steel bar 24 and the reinforcing rib plate, the connection strength is higher, and the connection is more stable.

The construction process of the carrier pile, referring to Fig. 8, includes the following steps: S1: measure and lay out the line to form a hole, complete the measurement and release of the main control point on the general plan of the building according to the planning and fixed point, and then carry out the pile after passing the line inspection by the supervisor. The measurement and placement of the site, the error is controlled within 2cm, the mark on the bottom of the hammered steel sleeve is accurately set in the soil layer, the steel sleeve, the heavy hammer, the main hoist and the auxiliary hoist are prepared, and the center of the steel sleeve is aligned with the center of the pile position. Points are aligned and pressed down, the upper soil layer is pressed with a low hammer of one meter, and the verticality of the steel sleeve is adjusted to be strictly controlled within the range of 1%. The verticality of the drum is over-biased, and the main hoist is used to quickly lift and quickly drop the heavy hammer, and the heavy hammer hammers the soil layer by section to form holes;

S2: sink the steel sleeve, and use the auxiliary winch to counter pressure the steel sleeve during the process of hammering the hole. During the sinking process, observe the verticality of the steel sleeve and the alignment offset of the sinking tube from two directions at any time. When the steel sleeve is close to the elevation of the pile bottom, control the drop distance of the heavy hammer to accurately sink the steel sleeve to the design elevation. Auxiliary drilling methods such as digging and long spiral countersinking;

S3: The filler 5 is rammed. After the steel sleeve is placed on the bearing layer, the weight is lifted, and a certain amount of filler is put into the steel sleeve.

5. The amount of each filling is 0.015 0.045 cubic meters. If necessary, a small amount of brick slag and stones can be used for waterproofing and mud removal. ~

The main hoist lowers the heavy hammer to perform a free-fall action, ramming the filler 5 for many times, so that the soil at the bottom of the pile hole is compacted and compacted to form the compacted soil 6 and the affected soil 7, wherein the filler 5 is a cement-sand mix. composite or dry hard concrete;

S4: Measure the penetration of the three strikes. After the filler 5 is formed into a dense carrier state, the main hoist lifts the bottom of the heavy hammer to the bottom of the hole

At a height of 5-7m, drop the heavy hammer quickly, make the heavy hammer do free fall movement, measure the penetration of the three strikes, if it does not meet the design requirements, continue to fill the pile hole with filler 5 and hammer the filler 5 until it meets the requirements. Three-strike penetration requirements;

S5: Lower the tensile longitudinal reinforcement 1, and lower the tensile reinforcement in the pile hole;

S6: The hollow column hammer rams the filler, and after the pull-out steel bars are lowered, the main winch sinks the hollow column hammer into the pile hole, while the pull-out steel bars are in the through-hole 19, and the filling material 5 is filled in stages. The hoist lifts and quickly drops the hollow column hammer, and rams the filler material 5 several times until the tensile longitudinal rib 1 enters the carrier of not less than 40-60cm. 5, the upper part is embedded in the concrete pile body 4, so that the concrete pile body 4 and the filler 5 are firmly connected;

S7: Install the reinforcement cage, prefabricate the reinforcement cage body 8 on site, hoist the reinforcement cage body 8 by the hoist and put it into the steel sleeve, and insert the tensile longitudinal reinforcement 1 into the inner positioning ring 2 of the reinforcement cage body 8, Measure the height of the steel cage body 8 and adjust the height of the steel cage within the allowable error range;

S8: Pour concrete, pour concrete slurry in the steel sleeve, measure and control the elevation of the poured concrete pile body 4, control the elevation of the top of the pile within the allowable error range, and control the measured concrete slump of each pile to 180-220mm. Pile body concrete~

The soil filling coefficient is greater than 1.1, and the overfill is more than 0.8m according to the specification;

S9: Pull out the sleeve, pull out the steel sleeve from the pile hole through the auxiliary winch of the pile driver, control the pull-out speed, and take measures to stop pulling if necessary.

After all the steel sleeves are pulled out, manually vibrate with a vibrator. The vibrator basically adopts the principle of one insertion to the end, fast insertion and slow extraction. If there is a small amount of piles that cannot be vibrated, place the vibrating rod on the steel cage to vibrate properly to ensure the concrete density of the pile body and the design strength.

The implementation principle of this embodiment is as follows: the present invention uses the tensile longitudinal reinforcement 1 formed by bending the bottom end as the tensile reinforcement, and the tensile longitudinal reinforcement 1 and the reinforcement cage, the concrete pile body 4 and the carrier together constitute the carrier pile. To realize the basic support and bearing function of the upper part of the pile body, combined with the cement mortar mixture or dry hard concrete, the compacted soil body 6, and the impact soil body 7 to form a composite carrier of the carrier pile, the present invention uses the tensile longitudinal reinforcement 1 to connect the upper concrete pile. The connection and restraint between the body 4 and the lower cement slurry mixture or dry-hard concrete, the invention solves the problem that the carrier pile has the functions of resisting compression and uplift at the same time, and the shear resistance of the pile body is increased because the pile body and the carrier are integrated into one body;

The hollow column hammer can better solve the construction difficulties caused by the particularity of the structure of the present invention. When the anti-pulling steel bars are in the pile holes, they can also hammer the bottom fillers of the pile holes, which is convenient for the bottom ends of the anti-pulling steel bars. The close connection with the filler improves the construction efficiency on the basis of ensuring the construction quality. The invention fully integrates the foundation treatment and the foundation construction, reduces the foundation treatment cost, greatly improves the bearing performance of the carrier pile, and better meet engineering needs.

The difference between the second embodiment and the first embodiment is:

9, the concrete pile body 4 includes a prefabricated pile 9 and a cement mortar grouting body 10, the prefabricated pile 9 is prefabricated by concrete and a plurality of steel cages 8, and the prefabricated pile 9 is a round tubular pipe pile or a square tubular pipe pile, A pipe pile hole 11 for accommodating the tensile longitudinal reinforcement 1 is formed in the center of the prefabricated pile 9, and cement mortar is poured around the tensile longitudinal reinforcement 1 in the pipe pile hole 11 to form a cement mortar grouting body 10. The pile end of the concrete pile body 4 A cap 15 and a raft 16 are provided, and the ends of the plurality of tensile longitudinal bars 1 in the concrete pile body 4 away from the bending section all extend upward into the cap 15 .

The difference between the third embodiment and the second embodiment is:

Referring to FIG. 10 , one end of the plurality of tensile longitudinal bars 1 in the concrete pile body 4 away from the bending section does not enter into the bearing platform 15 and the raft 16 .

The construction techniques of the carrier piles in the second embodiment and the third embodiment are the same, specifically: the steps S1-S6 and step S9 of the above two embodiments are the same as the steps S1-S6 and step S9 of the first embodiment, referring to FIG. 11, the same as the embodiment The difference is that:

S7: Install the prefabricated piles 9, prefabricate a plurality of reinforcement cages 8 and concrete to form the prefabricated piles 9, hoist the prefabricated piles 9 through a hoist and put them into the steel sleeve, and thread the tensile longitudinal bars 1 into the prefabricated piles 9 In the pipe pile hole 11, measure the elevation of the prefabricated pile 9 and adjust the prefabricated pile 9 within the allowable error range, control the pile top elevation within the allowable error range, and control the measured concrete slump of each pile to 180-220mm;

S8: pouring cement mortar, pouring cement mortar in the prefabricated pile 9, measuring and controlling the elevation of the pouring cement mortar;

The implementation principles and beneficial effects of the above two embodiments are:

By forming prefabricated prefabricated piles 9 with stable structure in prefabrication, the force is relatively stable, with better supporting force and shear resistance, and strong adaptability. Using prefabricated prefabricated piles, the construction method is simple, the construction efficiency is improved, and the construction cost is reduced. .

The difference between the fourth embodiment and the first embodiment is:

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 a plurality of tensile longitudinal bars in the concrete pile body 4 are provided.

1. One end away from the bending section extends upward into the platform 15. The overall structural strength of the carrier pile is strengthened by the connection between the raft 16 and the reinforcement cage 8 and the tensile longitudinal reinforcement 1 .

The difference between the fifth embodiment and the fourth embodiment is:

Referring to FIG. 12 , one end of the plurality of tensile longitudinal bars 1 in the concrete pile body 4 away from the bending section does not enter into the bearing platform 15 and the raft 16 .

The implementation principle and beneficial effects of this embodiment are: in the construction process, when the length of the pile is greater than the length of the hollow column hammer, after the tensile longitudinal reinforcement 1 realizes the connection between the composite carrier and the concrete pile body 4, the tensile longitudinal reinforcement can be selected. The rib 1 does not extend into the platform 15 and the raft 16, reducing the influence of the tensile longitudinal rib 1 on the connection between the connecting rod 22 of the hollow column hammer and the hoist, better meeting the actual construction process requirements and ensuring construction efficiency.

The difference between the sixth embodiment and the first embodiment is:

The number of the plurality of tensile longitudinal ribs 1 is selected as one of four, five, and six. The four tensile longitudinal ribs 1 are arranged at a 90-degree angle to each other. They are arranged at an angle of 72 degrees to each other, and so on.

The implementation principle and beneficial effects of this embodiment are as follows: the pull-out steel bars composed of different numbers of tensile longitudinal bars 1 have different tensile force values. The tensile longitudinal reinforcement 1 ensures the structural stability of the carrier pile and better meets the construction needs.

The difference between Embodiment 7 and Embodiment 1 is:

The plurality of tensile longitudinal bars 1 are connected by bundling steel bars around and fastened, and are welded by single-sided lap welding at the joint of the bundled steel bars and the tensile longitudinal bars 1 . It is easy to operate, convenient for on-site construction, and has high connection strength.

The difference between the eighth embodiment and the first embodiment is:

The bottom end of the tensile longitudinal rib 1 is bent at an angle of 85-90 degrees. The bending angle of the bottom end of the tensile longitudinal reinforcement 1 is an acute angle on the side away from the welding reinforcement 3, so that the tensile strength between the bending part of the tensile longitudinal reinforcement 1 and the composite carrier is higher, and the overall strength of the carrier pile is further strengthened. Tensile strength and shear resistance.

The embodiments of this specific embodiment are all preferred embodiments of the present invention, and are not intended to limit the protection scope of the present invention. Therefore: all equivalent changes made according to the structure, shape and principle of the present invention should be covered in within the protection scope of the present invention.

Claims (5)

1. The carrier pile construction process comprises a concrete pile body (4), a filling material (5), an influence soil body (7) and a compaction soil body (6), and is characterized by comprising 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 a steel sleeve, and sinking the steel sleeve to a design elevation in a 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-hit penetration degree, after the filling is finished to form a compact carrier state, lifting the bottom of a heavy hammer to the height of 5-7m of the bottom of the hole by a main winch, quickly dropping the heavy hammer to enable the heavy hammer to do free-fall motion, measuring the three-hit penetration degree, and if the design requirement is not met, continuously filling and hammering the filling material (5) in the pile hole until the three-hit penetration degree requirement 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 bars are lowered, sinking the hollow column hammer into a pile hole, wherein the hollow column hammer comprises a steel cylinder (17), one end of the steel cylinder (17) is coaxially and fixedly connected with an expansion disc (18), the steel cylinder (17) and the expansion disc (18) are coaxially provided with a through hole (19) which is convenient for the anti-pulling steel bars to be injected into, meanwhile, the anti-pulling steel bars are positioned in the through hole (19), continuously filling the filler in batches, and tamping the filler for multiple times until the tensile longitudinal bars (1) enter a carrier and are not less than 40-60 cm; the anti-pulling steel bar comprises a plurality of anti-pulling longitudinal bars (1) and is welded and fixed into a bundle by utilizing a middle side welding steel bar (3), the periphery sides of the anti-pulling longitudinal bars (1) are also commonly surrounded by positioning rings (2), the bottom ends of the anti-pulling longitudinal bars (1) extend into the filling material (5) under the driving of a heavy hammer, the bottom ends of the anti-pulling longitudinal bars (1) are all arranged in a bending shape of 85-95 degrees towards the directions deviating from each other, and the bottom ends of the adjacent anti-pulling longitudinal bars (1) are arranged at intervals along the inner diameter direction of the pile hole;

s7: installing a reinforcement cage, prefabricating a reinforcement cage body (8) on site, hoisting the reinforcement cage body (8) and placing the reinforcement cage body into the 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, and performing over-pouring for more than 0.8m according to the standard;

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

wherein, steel cylinder (17) are kept away from two journal stirrup (21) of one end fixedly connected with of expansion 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.

2. The carrier pile construction process according to claim 1, wherein in step S6, the filling material (5) is cement mortar mixture or dry hard concrete, the tensile longitudinal bar (1) is driven by a heavy hammer, the bottom 85-95 degree angle bending part of the tensile longitudinal bar (1) is embedded into the filling material (5), and the upper part of the tensile longitudinal bar (1) is embedded into the concrete pile body (4), so that the concrete pile body (4) is firmly connected with the filling material.

3. The carrier pile construction process according to claim 1, wherein the concrete pile body (4) comprises a precast pile (9) and a cement mortar grouting body (10), the precast pile (9) is precast by concrete and a plurality of reinforcement cages (8), a pipe pile hole (11) for accommodating the tensile longitudinal rib (1) is formed in the center of the precast pile (9), and cement mortar is poured around the tensile longitudinal rib (1) in the pipe pile hole (11) to form the cement mortar grouting body (10).

4. The carrier pile construction process according to claim 3, wherein the reinforcement cage body (8) comprises a plurality of reinforcement cage longitudinal bars (12), spiral stirrups (13) and stiffening ribs (14), the reinforcement cage longitudinal bars (12) are sleeved at equal intervals along the pile hole axis direction around the periphery of the uplift reinforcement, the periphery of the reinforcement cage longitudinal bars (12) jointly surrounds the spiral stirrups (13), and the inner walls of the reinforcement cage longitudinal bars (12) are jointly connected with the stiffening ribs (14).

5. The carrier pile construction process according to claim 3, wherein a pile end of the concrete pile body (4) is provided with a bearing platform (15) and a raft (16), and one ends, away from the bending section, of the tensile longitudinal ribs (1) in the concrete pile body (4) extend upwards into the bearing platform (15), or the tensile longitudinal ribs (1) do not extend into the bearing platform (15) and the raft (16).

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