CN214883595U - Anti-floating pile structure - Google Patents

Abstract

The utility model discloses an anti-floating pile structure, it has combined the structure of wearing the passageway down, lay the bed course in the foundation ditch earlier, so that installation U type bottom plate with play waterproof, strengthen effects such as bearing capacity of U type bottom plate, use U type bottom plate as mounting base fixed mounting on the bed course again, use diameter 400 mm's miniature pile as anti-floating pile, not only make anti-floating structure arrange denser, the security and the reliability of anti-floating structure have been increased, anti-floating structure has been reduced because the inhomogeneous settlement problem that groundwater buoyancy produced, anti-floating effect has been improved, for traditional major diameter pile foundation, on the basis of increase pile foundation quantity, the engineering volume has reduced the pile foundation on the contrary because of the pile foundation diameter is less, engineering cost has been reduced effectively conscientiously.

Description

Anti-floating pile structure

Technical Field

The utility model relates to an anti floating pile technical field especially relates to an anti floating pile structure.

Background

In the field of municipal engineering, as the difficulty of land acquisition and removal is continuously increased, the development and utilization of various underground facilities become an effective means for relieving the contradiction of land scarcity. In areas with abundant groundwater, anti-floating construction of structures has become a problem of important concern in construction. The anti-floating pile is the most common anti-floating design measure at present, which is different from a general pile foundation and has unique characteristics: the common pile foundation is a pressure-bearing pile, and is stressed from top to bottom under the action of the load on the upper part of the building; the anti-floating pile is a tension pile under the buoyancy of underground water, and the stress changes along with the change of the buoyancy of the underground water. Therefore, the anti-floating pile is generally controlled by the designed pile length rather than the rock penetration depth due to the unique stress mechanism of the anti-floating pile.

In municipal engineering in coastal areas, the underpass is usually designed into an anti-floating pile because the self structure does not meet anti-floating requirements, and the overall height of the underpass is lower and is usually close to a rock stratum, so most of the anti-floating piles at the position are usually positioned in the rock stratum, the construction is difficult and slow, the pile forming quality is poor, the problem of uneven settlement is easy to occur, and the anti-floating effect is poor. Therefore, there is a need for an anti-floating pile structure that can sufficiently provide anti-buoyancy in an environment with a high rock formation ratio.

SUMMERY OF THE UTILITY MODEL

The utility model provides an anti floating pile structure to solve the anti poor technical problem of effect that floats that current anti floating pile exists under the rock stratum accounts for than high environment.

According to the utility model discloses an aspect provides an anti floating pile structure, including U type groove bottom plate, anti floating pile and bed course, the bed course is laid in the foundation ditch, U type groove bottom plate fixed mounting be in on the bed course, it is a plurality of anti floating pile evenly distributed is in on the U type groove bottom plate, the upper portion of anti floating pile is passed behind the bed course with U type groove bottom plate fixed connection, the lower part of anti floating pile is located underground rock formation, the stake hole diameter of anti floating pile is 400 mm.

Further, 80% -90% of the anti-floating pile body is located in the middle stroke granite.

Further, 6 rows of anti-floating piles are transversely arranged on the bottom plate of the U-shaped groove, the distance between the transverse piles is 5.5m, 14 rows of anti-floating piles are longitudinally arranged, and the distance between the longitudinal piles is 1.35 m.

Further, the anti-floating pile comprises an anti-floating pile body and a reinforcement cage, the anti-floating pile body is formed by pressing and pouring concrete in a pile hole, the reinforcement cage is embedded in the anti-floating pile body, the upper end of the reinforcement cage is fixedly connected with the U-shaped groove bottom plate, and the diameter of the anti-floating pile body is 400 mm.

Further, the steel reinforcement cage includes main muscle, strengthening rib and spiral muscle, the upper end of main muscle is buckled and is stretched into in the U type slot bottom plate and rather than fixed connection, the strengthening rib sets up the inboard of main muscle is fixed rather than the ligature, the spiral muscle sets up the outside of main muscle and rather than welded fastening, the diameter of main muscle is phi 32mm, along vertical setting in the stake downthehole, its quantity is 6 and sets up along the even interval of circumference, the diameter of strengthening rib is phi 12mm, and the shape is the annular, sets up one every interval 2m in vertical direction.

Furthermore, the steel bar cage fixing device further comprises a protective layer cushion block for fixing the position of the steel bar cage, wherein a group of protective layer cushion blocks is arranged at intervals of 2m in the longitudinal direction, and each group of 4 protective layer cushion blocks is uniformly arranged around the steel bar cage.

Further, the top of anti floating pile body still is provided with the reinforcing bar of buckling, buckle the reinforcing bar with reinforcement on the U type groove bottom plate is fixed.

Further, the protective layer cushion block is a cake type roller mortar cushion block with the strength of M40.

Furthermore, the diameter of the main rib is phi 32mm, the main ribs are longitudinally arranged in the pile hole, the number of the main ribs is 6, the main ribs are uniformly arranged at intervals along the circumferential direction, the diameter of the reinforcing rib is phi 12mm, the reinforcing rib is annular, one reinforcing rib is arranged at intervals of 2m in the longitudinal direction, and the diameter of the spiral rib is phi 10 mm.

Furthermore, an epoxy coating is coated on the main reinforcement within a range of 3m from the pile top.

The utility model discloses has following effect:

the utility model discloses an anti floating pile structure, combined the structure of underpass, lay the bed course in the foundation ditch earlier, so that installation U type tank bottom plate with play waterproof, strengthen U type tank bottom plate's effects such as bearing capacity, use U type tank bottom plate as mounting base fixed mounting on the bed course again, use diameter 400 mm's miniature pile as anti floating pile, it is denser not only to make anti floating structure arrange, the security and the reliability of anti floating structure have been increased, the uneven settlement problem of anti floating structure because groundwater buoyancy produced has been reduced, anti floating effect has been improved, for traditional major diameter pile foundation, on the basis of increase pile foundation quantity, the engineering volume has reduced on the contrary because of the pile foundation diameter is less, engineering cost has been reduced effectively conscientiously.

In addition to the above-described objects, features and advantages, the present invention has other objects, features and advantages. The present invention will be described in further detail with reference to the drawings.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification. In the drawings:

fig. 1 is a schematic structural view of a layout cross section of an anti-floating pile structure according to a preferred embodiment of the present invention.

Fig. 2 is a front view structural diagram of an anti-floating pile structure according to a preferred embodiment of the present invention.

Fig. 3 is a schematic top view of an anti-floating pile according to a preferred embodiment of the present invention.

Fig. 4 is a schematic structural view of the anti-floating pile according to the preferred embodiment of the present invention, in which the top surface of the anti-floating pile is connected to the bottom plate of the U-shaped groove.

Fig. 5 is the schematic diagram of the anti-floating pile structure of the utility model, which adopts a high-pressure down-the-hole hammer to drill into the hole during the construction process.

Description of the reference numerals

1. A U-shaped groove bottom plate; 2. anti-floating piles; 3. a protective layer cushion block; 4. a cushion layer; 21. an anti-floating pile body; 22. a reinforcement cage; 221. a main rib; 222. reinforcing ribs; 223. a spiral rib; 211. bending the reinforcing steel bar; 9. an air compressor; 10. a long auger drill; 11. high pressure down-the-hole hammer.

Detailed Description

The embodiments of the invention will be described in detail below with reference to the drawings, but the invention can be implemented in many different ways, which are defined and covered below.

As shown in fig. 1 to 4, the preferred embodiment of the utility model provides an anti floating pile structure, it includes U type tank bottom plate 1 and anti floating pile 2, 1 fixed mounting of U type tank bottom plate is in the foundation ditch, and is a plurality of anti floating pile 2 evenly arranges on the U type tank bottom plate 1, the lower part of anti floating pile 2 is located the underground rock stratum, the upper portion of anti floating pile 2 with 1 fixed connection of U type tank bottom plate. Preferably, 80% -90% of the pile body of the anti-floating pile 2 is positioned in the weathered granite, so that the safety of the whole anti-floating pile structure is improved, and the anti-floating effect is improved.

It can be understood that the utility model discloses an anti floating pile structure has combined the structure of wearing the passageway down, through adopting U type tank bottom plate 1 as the whole mounting base of anti floating structure, with the even fixed mounting of a plurality of anti floating pile 2 on U type tank bottom plate 1, anti floating structure arranges very intensively, has effectively solved the inhomogeneous settlement problem that anti floating structure produced because of groundwater buoyancy, and anti floating is effectual, and overall structure's security and stability have all obtained effective assurance.

Preferably, the lower surface of the U-shaped groove bottom plate 1 is further provided with a cushion layer 4, so that the U-shaped groove bottom plate 1 can be conveniently installed, and the other side of the U-shaped groove bottom plate can conveniently play roles of preventing water, improving the bearing capacity of the U-shaped groove bottom plate 1 and the like. And the upper end of the anti-floating pile 2 is fixedly connected with the U-shaped groove bottom plate 1 after penetrating through the cushion layer 4.

Specifically, 6 rows of anti-floating piles 2 are transversely arranged on the U-shaped groove bottom plate 1, the distance between the transverse piles is 5.5m, 14 rows of anti-floating piles are longitudinally arranged, the distance between the longitudinal piles is 1.35m, the anti-floating piles 2 are distributed more densely, and the anti-floating effect is better. It is understood that in other embodiments of the present invention, the number of the anti-floating piles 2 arranged in the horizontal direction and the longitudinal direction and the pile spacing may be adjusted according to actual needs, so as to expect to obtain better anti-floating effect.

The anti-floating pile 2 comprises an anti-floating pile body 21 and a reinforcement cage 22, the anti-floating pile body 21 is formed by pressure pouring of concrete in a pile hole, the reinforcement cage 22 is embedded in the anti-floating pile body 21, the reinforcement cage 22 is arranged in the pile hole immediately after the pressure pouring of the concrete is completed, the reinforcement cage 22 is embedded and fixed in the anti-floating pile body 21 after the concrete is solidified, and the upper end of the reinforcement cage 22 is fixedly connected with the U-shaped trough bottom plate 1 to integrally connect the anti-floating pile body 21 and the U-shaped trough bottom plate 1. Specifically, the reinforcement cage 22 includes main muscle 221, strengthening rib 222 and spiral muscle 223, the upper end of main muscle 221 is buckled and is stretched into in the U type slot bottom plate 1 and rather than fixed connection, it is fixed specifically with the reinforcement ligature in the U type slot bottom plate 1, strengthening rib 222 sets up the inboard of main muscle 221 and rather than welded fastening, spiral muscle 223 sets up the outside of main muscle 221 is fixed rather than the ligature. The diameter of the main rib 221 is phi 32mm, the main rib is longitudinally arranged in a pile hole, the number of the main ribs is 6, the main rib and the reinforcing rib are uniformly arranged at intervals along the circumferential direction, the diameter of the reinforcing rib 222 is phi 12mm, the reinforcing rib is annular, one reinforcing rib is arranged at intervals of 2m in the longitudinal direction, the diameter of the spiral rib 223 is phi 10mm, and the spiral rib is spirally arranged on the outer side of the main rib 221. Preferably, in order to further strengthen the firm connection between the anti-floating pile 2 and the U-shaped groove bottom plate 1, the top of the anti-floating pile body 21 is further provided with a bent reinforcing steel bar 211, and the bent reinforcing steel bar 211 is bound and fixed with the reinforcing steel bar on the U-shaped groove bottom plate 1. In addition, in order to ensure the service life and corrosion resistance of the main rib 221, the main rib 221 is coated with an epoxy coating within a range of 3m from the pile top to protect the main rib 221.

It can be understood, because the utility model discloses an anti floating pile structure adopts and evenly installs a plurality of anti floating piles 2 at U type tank bottom plate 1's arrangement mode as fixed baseplate with U type tank bottom plate 1, consequently, the utility model discloses can adopt the design of miniature stake. Specifically, the diameter of the anti-floating pile body 21 is phi 300 mm-400 mm, and C35 underwater marine fine aggregate concrete is adopted, so that concrete can be poured into the micro pile hole. In traditional anti floating pile structural design, designer's common theory adopts large-scale pile design and the long control of stake to ensure anti floating pile structure's reliability and anti floating effect, and the utility model discloses broken traditional design theory, it goes on in reverse, through adopting to be the mounting base with U type bottom of the groove board 1, use miniature stake as anti floating pile, and make in 80% ~ 90% of miniature stake main part pile body arrange apoplexy granite in, the depth of rock-socketed is big, not only make anti floating structure arrange more intensive, the security and the reliability of anti floating structure have been increased, the uneven settlement problem that anti floating structure produced because groundwater buoyancy has been reduced, anti floating effect has been improved, and, on the basis of pile foundation increase in quantity, the engineering volume has reduced because of the pile foundation diameter is less on the contrary, engineering cost has been reduced effectively conscientiously.

Preferably, the anti-floating pile structure further comprises a protective layer cushion block 3, wherein the protective layer cushion block 3 is used for fixing the position of the reinforcement cage 22 so as to ensure that the reinforcement cage 22 is located in the middle of the anti-floating pile body 21, and also can protect the reinforcement cage 22 from long-term corrosion, permeation and oxidation in the ground to influence the performance of the reinforcement cage 22. The protective layer cushion block 3 is a cake type roller mortar cushion block with the strength of M40, a group of the protective layer cushion block is arranged at intervals of 2M in the longitudinal direction, and 4 protective layer cushion blocks are uniformly arranged around the reinforcement cage 22.

It can be understood that the utility model discloses an anti floating pile structure's work progress specifically does:

step S1: and excavating the foundation pit to the elevation position of the foundation pit bottom of the U-shaped groove. And leveling the base field before formal construction, and reasonably planning the construction material stacking position and the equipment mounting and dismounting position of the construction site.

Step S2: and (4) pile position lofting, namely paying off and positioning the position of the anti-floating pile by adopting a total station according to an anti-floating pile position arrangement diagram, arranging a rechecking point outside the construction range of the anti-floating pile, and carrying out retesting and checking before construction so as to ensure the accuracy of the pile position.

Step S3: the drilling machine is in place, the long spiral drilling machine 10 is moved to a construction position, and the vertical shaft is adjusted to be in a state of being vertically aligned with a hole position, so that the drilling machine cannot be displaced in the drilling process.

Step S4: and drilling a surface soil layer, and drilling a hole in the upper filling layer by using a long spiral drilling machine 10. Because the surface soil layer is relatively soft, the long spiral drilling machine 10 is adopted to form the holes, so that the hole forming efficiency can be ensured, and the hole forming quality can be ensured. The design of miniature piles is adopted, the diameter of pile holes is 400mm, the arrangement mode of the pile holes is that 6 rows are transversely arranged, the distance between every two transverse piles is 5.5m, 14 rows are longitudinally arranged, and the distance between every two longitudinal piles is 1.35 m.

Step S5: and (4) drilling by drilling, namely drilling a hole by adopting a high-pressure down-the-hole hammer 11 after the pile hole enters a rock stratum. After the pile hole position enters into the rock stratum, if the long spiral drilling machine 10 is continuously adopted for hole forming, or a rotary drilling machine and an impact drilling machine are adopted, the problems of high construction difficulty, low efficiency and poor pile forming quality exist, and the problem is caused by poor hole forming effect of a drill bit of the long spiral drilling machine 10 during rock drilling and hole forming. The utility model discloses an adopt high-pressure down-the-hole hammer 11 to creep into the pore-forming, can pierce through the thick geological conditions of stratum fast, the construction efficiency is fast, practices thrift the time limit for a project to the pore-forming is of high quality. Specifically, the long spiral drilling machine 10 is used as a pile frame, the hammer head is replaced, and the equipment investment cost is reduced. Wherein, the drilling depth of the rock stratum needs to ensure that 80-90% of the pile body is positioned in the middle stroke granite.

Step S6: and (4) hole forming inspection, wherein after the pile is drilled to the designed pile length, the hole forming inspection is carried out, and the inspection contents mainly comprise the aperture, the hole depth, the verticality, the hole bottom virtual slag thickness and the like.

Step S7: and (4) cleaning holes and discharging slag, wherein the hole bottom of the high-pressure down-the-hole hammer 11 is cleaned for 2-3 min through air pressure, and the sediment is discharged along with the lifting of the screw rod. Specifically, as shown in fig. 5, the high-pressure down-the-hole hammer 11 is powered by wind power through the air compressor 9, a slag discharge channel is provided at the end of the hammer head of the high-pressure down-the-hole hammer 11, and the chiseled rock and soil slag is discharged from the slag discharge channel by pressure and airflow. The utility model discloses a high pressure down-the-hole hammer 11 bores pore-forming mode is for doing the operation pore-forming to need not to set up and protect a section of thick bamboo, reduced the engineering procedure, provide the air that has certain pressure by air compressor machine 9, drive the piston in the 11 cylinders of high pressure down-the-hole hammer body and make axial repetitive motion, make the tool bit of 11 tip of high pressure down-the-hole hammer produce impact efficiency in the rotation, thereby execute to the ground and smash the destruction, reach the income rock function.

Step S8: after the acceptance of the hole forming is qualified, the batch pressure filling is started, the drill rod of the long spiral drilling machine is pre-lifted by about 200mm, then the concrete conveying pump is started, the pressure is kept between 3 and 4Mpa, the commercial concrete is pressure filled into the hole through the pipeline and the drilling tool, the drilling tool is slowly pulled upwards while being pumped, the lifting speed of the drilling tool is matched with the pumping speed, and the drill bit is always kept below 1m of the concrete surface to prevent the diameter reduction and pile breakage. When the drill bit is lifted to the hole opening, the drill bit is buried to a certain depth to ensure that the over-grouting height and the pile diameter of the pile head part meet the design requirements, and the drill bit can be lifted when fresh concrete overflows. The utility model discloses a control drilling tool lifting speed and pumping speed phase-match, remain the drill bit below concrete face 1m throughout to when the drill bit mentions the drill way, suitably bury certain degree of depth and surpass to irritate height and stake footpath in order to ensure the pile head position and reach the designing requirement, can effectively solve quality common problems such as the common hole collapse of bored concrete pile, clamp sediment, undergauge. In addition, as preferred, the cast-in-place concrete is cast in together after a plurality of anti-floating piles are formed into holes, so that the construction efficiency is improved. In addition, C35 underwater marine fine aggregate concrete is preferably adopted, so that concrete can be poured into the micro pile holes conveniently.

Step S9: after the concrete is poured under pressure, the reinforcement cage 22 is installed immediately, so that the phenomenon that the time delay is too long and the installation is influenced by concrete solidification is prevented. Specifically, the reinforcement cage 22 is lifted up by the auxiliary hoist to stand upright at the hole opening, quickly lowered into the hole at the center of the hole, and rotated while pressing the edge to press in the designed elevation. It can be understood that, as an optimization, before installing the reinforcement cage 22, the protective layer spacer blocks 3 are installed on the periphery of the reinforcement cage 22 to fix the position of the reinforcement cage 22 in the hole, specifically, cake type roller mortar spacer blocks with strength of M40 are adopted, one group is arranged every 2M, and 4 groups are uniformly arranged around the reinforcement cage 22. In addition, before the steel reinforcement cage 22 is placed, the main reinforcement 221 is coated with epoxy within 3m from the pile top.

Step S10: construction U type tank bottom plate 1 in the foundation ditch, form complete anti floating pile 2 after the concrete solidifies, again with U type tank bottom plate 1 fixed mounting in the foundation ditch, then with the reinforcing bar 211 of buckling at anti floating pile body 21 top fixed with the reinforcement ligature on the U type tank bottom plate 1 to buckle the top of main muscle 221 and stretch into U type tank bottom plate 1 in and the ligature is fixed. In addition, as preferred, before installing U type slot bottom plate 1, construct bed course 4 earlier, be convenient for on the one hand install U type slot bottom plate 1, another convenience can also play waterproof, improve the bearing capacity of U type slot bottom plate 1 etc. effect.

In the conventional drilling method, the high-pressure down-the-hole hammer 11 is generally used for the construction of a small-diameter hole, and the diameter of a pile hole of the conventional anti-floating pile is generally more than 600mm, so that the drilling and the hole forming by the high-pressure down-the-hole hammer 11 are not considered in the conventional anti-floating pile construction. And the utility model discloses an anti floating pile structure, owing to adopted diameter phi 400 mm's miniature stake design, because the diameter in stake hole is less, just so can adopt high-pressure down-the-hole hammer 11 to creep into the combined process that pore-forming, long auger drill 10 press-filled concrete were formed a stake, the construction efficiency is fast, practices thrift the time limit for a project to the pore-forming is of high quality.

It can be understood that the utility model discloses a construction method of anti floating pile structure adopts long auger drilling 10 and high-pressure down-the-hole hammer 11 cooperation to carry out the pore-forming, adopts long auger drilling 10 to carry out the pore-forming on relative soft surperficial soil layer, both can ensure pore-forming efficiency, can guarantee the pore-forming quality again, and adopts high-pressure down-the-hole hammer 11 drilling pore-forming at the stratum, can pierce through the thick geological conditions of stratum fast, and the construction efficiency is fast, practices thrift the time limit for a project to the pore-forming is of high quality.

The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (10)

1. An anti-floating pile structure is characterized in that,

including U type tank bottom plate (1), anti floating pile (2) and bed course (4), bed course (4) are laid in the foundation ditch, U type tank bottom plate (1) fixed mounting be in on bed course (4), it is a plurality of anti floating pile (2) evenly distributed is in on U type tank bottom plate (1), the upper portion of anti floating pile (2) is passed behind bed course (4) with U type tank bottom plate (1) fixed connection, the lower part of anti floating pile (2) is located the underground rock stratum, the stake hole diameter of anti floating pile (2) is 400 mm.

2. Anti-floating pile structure according to claim 1,

80-90% of the pile body of the anti-floating pile (2) is positioned in the middle stroke granite.

3. Anti-floating pile structure according to claim 1,

6 rows of anti-floating piles (2) are transversely arranged on the U-shaped groove bottom plate (1), the distance between the transverse piles is 5.5m, 14 rows of anti-floating piles are longitudinally arranged, and the distance between the longitudinal piles is 1.35 m.

4. Anti-floating pile structure according to claim 3,

anti floating pile (2) are including anti floating pile body (21) and steel reinforcement cage (22), anti floating pile body (21) are irritated by concrete in the downthehole pressure of stake and are formed, steel reinforcement cage (22) are then embedded in anti floating pile body (21), just the upper end of steel reinforcement cage (22) with U type bottom of groove board (1) fixed connection, the diameter of anti floating pile body (21) is 400 mm.

5. Anti-floating pile structure according to claim 4,

reinforcing bar cage (22) include main muscle (221), strengthening rib (222) and spiral muscle (223), the upper end of main muscle (221) is buckled and is stretched into in U type tank bottom plate (1) and rather than fixed connection, strengthening rib (222) set up the inboard of main muscle (221) and rather than welded fastening, spiral muscle (223) set up the outside of main muscle (221) and rather than the ligature fixed, the diameter of main muscle (221) is phi 32mm, along vertical setting in the stake hole, its quantity is 6 and sets up along the even interval of circumference, the diameter of strengthening rib (222) is phi 12mm, and the shape is the annular, sets up one at every interval 2m in vertical direction.

6. Anti-floating pile structure according to claim 4,

still including being used for fixing protective layer cushion (3) of steel reinforcement cage (22) position, protective layer cushion (3) establish a set ofly every 2m on longitudinal direction, and 4 and evenly locate of every group steel reinforcement cage (22) are all around.

7. Anti-floating pile structure according to claim 4,

the top of anti floating pile body (21) still is provided with bending steel bar (211), bending steel bar (211) with reinforcement on U type slot bottom plate (1) is fixed.

8. Anti-floating pile structure according to claim 6,

and the protective layer cushion block (3) is a cake type roller mortar cushion block with the strength of M40.

9. Anti-floating pile structure according to claim 5,

the diameter of the main rib (221) is phi 32mm, the main rib is longitudinally arranged in the pile hole, the number of the main ribs is 6, the main ribs are uniformly arranged at intervals along the circumferential direction, the diameter of the reinforcing rib (222) is phi 12mm, the reinforcing rib is annular, one reinforcing rib is arranged at intervals of 2m in the longitudinal direction, and the diameter of the spiral rib (223) is phi 10 mm.

10. Anti-floating pile structure according to claim 5,

and an epoxy coating is coated in the range of 3m away from the pile top on the main rib (221).

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