CN112942322A - Anti-floating pile structure and construction method thereof - Google Patents
Anti-floating pile structure and construction method thereof Download PDFInfo
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- CN112942322A CN112942322A CN202110154211.0A CN202110154211A CN112942322A CN 112942322 A CN112942322 A CN 112942322A CN 202110154211 A CN202110154211 A CN 202110154211A CN 112942322 A CN112942322 A CN 112942322A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B4/00—Drives for drilling, used in the borehole
- E21B4/16—Plural down-hole drives, e.g. for combined percussion and rotary drilling; Drives for multi-bit drilling units
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Description
Technical Field
The invention relates to the technical field of anti-floating piles, in particular to an anti-floating pile structure and a construction method of the 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.
Disclosure of Invention
The invention provides an anti-floating pile structure and a construction method thereof, and aims to solve the technical problems of poor anti-floating effect and difficult construction of the existing anti-floating pile structure in an environment with a high rock stratum ratio.
According to one aspect of the invention, the anti-floating pile structure comprises a U-shaped groove bottom plate and anti-floating piles, wherein the U-shaped groove bottom plate is fixedly installed in a foundation pit, a plurality of anti-floating piles are uniformly arranged on the U-shaped groove bottom plate, the upper parts of the anti-floating piles are fixedly connected with the U-shaped groove bottom plate, the lower parts of the anti-floating piles are located in an underground rock layer, 80% -90% of the pile bodies of the anti-floating piles are located in weathered granite, and the diameter of pile holes of the anti-floating piles is 400 mm.
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.
Furthermore, the anti-floating pile body is formed by pressing and pouring C35 underwater marine fine aggregate concrete.
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 and rather than welded fastening, the spiral muscle sets up the outside of main muscle and rather than the ligature fixed, 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 at every interval 2m in vertical direction.
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.
In addition, the invention also provides a construction method suitable for the anti-floating pile structure, which comprises the following steps:
excavating the foundation pit to the height of the foundation pit bottom elevation of the U-shaped groove;
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;
the drilling machine is in place, the long spiral drilling machine 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 is ensured not to be displaced in the drilling process;
drilling a surface soil layer, and drilling a hole in the upper filling layer by using a long spiral drilling machine;
drilling, namely drilling a hole by adopting a high-pressure down-the-hole hammer after entering a rock stratum at the position of a pile hole;
checking the formed hole, namely checking the formed hole after drilling to the designed pile length;
cleaning holes and discharging slag, cleaning the hole bottom of the high-pressure down-the-hole hammer for 2-3 min through air pressure, and discharging the slag along with the lifting of the screw rod;
after the acceptance of the pore-forming is qualified, starting batch pressure irrigation, pre-lifting a drill rod of a long spiral drilling machine by about 200mm, starting a concrete delivery pump, keeping the pressure at 3-4 Mpa, and pressure-irrigating commercial concrete into the pore through a pipeline and a drilling tool;
after the concrete is poured under pressure, a reinforcement cage is installed immediately;
after concrete is solidified to form a complete anti-floating pile, the U-shaped groove bottom plate is fixedly installed in the foundation pit, the bent reinforcing steel bars at the top of the anti-floating pile body are bound and fixed with the reinforcing steel bars on the U-shaped groove bottom plate, and the top ends of the main reinforcing steel bars are bent, stretched into the U-shaped groove bottom plate and bound and fixed.
Further, in the process of pouring concrete, the drilling tool is slowly pulled up while pumping, so that 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.
Furthermore, the high-pressure down-the-hole hammer takes the long spiral drilling machine as a pile frame, the hammer head is replaced, and high-pressure air provided by the air compressor drives the piston in the cylinder body of the high-pressure down-the-hole hammer to axially and repeatedly move, so that the tool bit at the end part of the high-pressure down-the-hole hammer generates impact efficiency while rotating, and therefore crushing and damage are performed on rock and soil, and the rock entering function is achieved.
Furthermore, in the process of pouring concrete, after a plurality of anti-floating piles are formed into holes, the anti-floating piles are poured together.
The invention has the following effects:
the anti-floating pile structure combines the structure of the underpass, adopts the U-shaped groove bottom plate as the installation base, uses the micro-pile with the diameter of 400mm as the anti-floating pile, and enables 80-90% of the main body of the micro-pile to be arranged in the weathered granite, the rock-socketed depth is large, the anti-floating structure is arranged more densely, the safety and the reliability of the anti-floating structure are improved, the problem of uneven settlement of the anti-floating structure due to the buoyancy of underground water is reduced, the anti-floating effect is improved, and on the basis of increasing the number of pile foundations, the engineering quantity is reduced due to the smaller diameter of the pile foundations, and the engineering cost is effectively reduced.
In addition, the construction method of the anti-floating pile structure has the advantages, the long spiral drilling machine and the high-pressure down-the-hole hammer are matched for hole forming, the long spiral drilling machine is adopted for hole forming in the relatively soft surface soil layer, hole forming efficiency can be guaranteed, hole forming quality can be guaranteed, the high-pressure down-the-hole hammer is adopted for hole forming in the rock layer, the geological condition that the rock layer is thick can be penetrated quickly, construction efficiency is high, construction period is saved, and hole forming quality is good.
In addition to the objects, features and advantages described above, other objects, features and advantages of the present invention are also provided. The present invention will be described in further detail below with reference to the drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
fig. 1 is a structural view showing 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 schematically illustrating the construction of the anti-floating pile structure according to the 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 with the bottom plate of the U-shaped groove.
Fig. 5 is a schematic view illustrating a drilling process using a high-pressure down-the-hole hammer in the method for constructing an anti-floating pile structure according to another embodiment of the present invention.
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 accompanying drawings, but the invention can be embodied in many different forms, which are defined and covered by the following description.
As shown in fig. 1 to 4, a preferred embodiment of the present invention provides an anti-floating pile structure, which includes a U-shaped groove bottom plate 1 and anti-floating piles 2, wherein the U-shaped groove bottom plate 1 is fixedly installed in a foundation pit, a plurality of anti-floating piles 2 are uniformly arranged on the U-shaped groove bottom plate 1, lower portions of the anti-floating piles 2 are located in an underground rock formation, and upper portions of the anti-floating piles 2 are fixedly connected to the U-shaped groove bottom plate 1. 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.
The anti-floating pile structure combines the structure of a downward-penetrating channel, a plurality of anti-floating piles 2 are uniformly and fixedly arranged on the U-shaped groove bottom plate 1 by adopting the U-shaped groove bottom plate 1 as the mounting base of the whole anti-floating structure, the anti-floating structure is very densely arranged, the problem of uneven settlement of the anti-floating structure caused by the buoyancy of underground water is effectively solved, the anti-floating effect is good, and the safety and the stability of the whole structure are effectively ensured.
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. The cushion layer 4 is laid in the foundation pit, and the upper end of the anti-floating pile 2 penetrates through the cushion layer 4 and then is fixedly connected with the U-shaped groove bottom plate 1.
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 will be appreciated that in other embodiments of the invention, the number of the anti-floating piles 2 arranged in the transverse and longitudinal directions and the pile spacing may be adjusted according to actual needs, in order to expect a 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 ribs are uniformly arranged at intervals along the circumferential direction, the diameter of the reinforcing rib 222 is phi 12mm, the shape of 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. 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 that, the anti-floating pile structure of the invention adopts an arrangement mode that the U-shaped groove bottom plate 1 is used as a fixed substrate and the anti-floating piles 2 are uniformly arranged on the U-shaped groove bottom plate 1, so that the invention can adopt a micro-pile design. 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 the traditional anti-floating pile structure design, the common idea of designers is to adopt large-scale pile design and pile length control to ensure the reliability and anti-floating effect of the anti-floating pile structure, but the invention breaks through the traditional design idea and goes against the traditional design idea, and adopts a U-shaped groove bottom plate 1 as an installation base, and uses a micro-pile as an anti-floating pile, and 80-90% of the main body of the micro-pile is arranged in the weathered granite, the rock-socketed depth is large, so that the anti-floating structure is arranged more densely, the safety and reliability of the anti-floating structure are increased, the problem of uneven settlement of the anti-floating structure due to the buoyancy of underground water is reduced, the anti-floating effect is improved, and on the basis that the number of pile foundations is increased, the engineering quantity is reduced due to the smaller diameter of the pile foundations, and the engineering cost is effectively reduced.
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.
In addition, another embodiment of the present invention further provides a construction method of the above anti-floating pile structure, which specifically includes the following steps:
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. According to the invention, the high-pressure down-the-hole hammer 11 is adopted to drill for hole forming, so that the geological condition with a thicker rock stratum can be quickly penetrated, the construction efficiency is quick, the construction period is saved, and the hole forming quality is good. 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 drilling hole forming mode of the high-pressure down-the-hole hammer 11 is dry operation hole forming, so that a protective cylinder is not needed, the construction procedure is reduced, air with certain pressure is provided by the air compressor 9, the piston in the cylinder body of the high-pressure down-the-hole hammer 11 is driven to axially and repeatedly move, the tool bit at the end part of the high-pressure down-the-hole hammer 11 generates impact efficiency while rotating, and therefore crushing and damage are applied to rock and soil, and the rock entering function is achieved.
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 invention controls the lifting speed of the drilling tool to be matched with the pumping speed, always keeps the drill bit below the concrete surface by 1m, and when the drill bit is lifted to the hole opening, the drill bit is properly embedded to a certain depth to ensure that the over-grouting height and the pile diameter of the pile head part meet the design requirements, thereby effectively solving the common quality common problems of hole collapse, slag inclusion, hole shrinkage and the like of the cast-in-situ bored pile. 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 mode, 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 existing anti-floating pile is generally more than 600mm, so that the existing anti-floating pile construction does not adopt a combination process of drilling the hole by the high-pressure down-the-hole hammer 11 and forming the pile by grouting concrete by the long spiral drilling machine 10. The anti-floating pile structure adopts the design of the micro pile with the diameter phi of 400mm, and the diameter of the pile hole is smaller, so that the high-pressure down-the-hole hammer 11 can be adopted for drilling and forming the hole, the construction efficiency is fast, the construction period is saved, and the hole forming quality is good.
It can be understood that the construction method of the anti-floating pile structure adopts the long spiral drilling machine 10 and the high-pressure down-the-hole hammer 11 to be matched for hole forming, the long spiral drilling machine 10 is adopted for hole forming in a relatively soft surface soil layer, the hole forming efficiency can be ensured, the hole forming quality can be ensured, the high-pressure down-the-hole hammer 11 is adopted for drilling in a rock layer to form holes, the geological condition that the rock layer is thick can be quickly penetrated, the construction efficiency is high, the construction period is saved, and the hole forming quality is good.
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) and anti floating pile (2), U type tank bottom plate (1) fixed mounting is in the foundation ditch, and 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) with U type tank bottom plate (1) fixed connection, the lower part of anti floating pile (2) is located underground rock stratum, just 80% ~ 90% of anti floating pile (2) pile body is located in apoplexy metaplasia granite, the stake hole diameter of anti floating pile (2) is 400 mm.
2. 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.
3. Anti-floating pile structure according to claim 1,
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.
4. Anti-floating pile structure according to claim 3,
the anti-floating pile body (21) is formed by pressing and pouring C35 underwater marine fine aggregate concrete.
5. Anti-floating pile structure according to claim 3,
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 5,
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.
7. A construction method suitable for the anti-floating pile structure according to any one of claims 1 to 6, comprising the steps of:
excavating the foundation pit to the height of the foundation pit bottom elevation of the U-shaped groove;
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;
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 is ensured not to be displaced in the drilling process;
drilling a surface soil layer, and drilling a hole in the upper filling layer by using a long spiral drilling machine (10);
drilling, namely drilling a hole by adopting a high-pressure down-the-hole hammer (11) after entering a rock stratum at a pile hole position;
checking the formed hole, namely checking the formed hole after drilling to the designed pile length;
cleaning holes and discharging slag, cleaning the hole bottom of the high-pressure down-the-hole hammer (11) for 2-3 min by air pressure, and lifting with a screw rod to discharge the sediment;
after the acceptance of the pore-forming is qualified, starting batch pressure irrigation, pre-lifting a drill rod of a long spiral drilling machine by about 200mm, starting a concrete delivery pump, keeping the pressure at 3-4 Mpa, and pressure-irrigating commercial concrete into the pore through a pipeline and a drilling tool;
after the concrete is poured under pressure, a reinforcement cage (22) is installed immediately;
after concrete is solidified to form a complete anti-floating pile (2), the U-shaped groove bottom plate (1) is fixedly installed in a foundation pit, the bent reinforcing steel bars (211) at the top of the anti-floating pile body (21) are bound and fixed with the reinforcing steel bars on the U-shaped groove bottom plate (1), and the top ends of the main reinforcing steel bars (221) are bent, extended into the U-shaped groove bottom plate (1) and bound and fixed.
8. The method of constructing an anti-floating pile structure according to claim 7,
in the process of pressing and pouring concrete, pumping and slowly pulling up the drilling tool at the same time, so that 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.
9. The method of constructing an anti-floating pile structure according to claim 8,
the high-pressure down-the-hole hammer (11) takes the long spiral drilling machine (10) as a pile frame, the hammer head is replaced, and high-pressure air provided by the air compressor (9) drives the piston in the cylinder body of the high-pressure down-the-hole hammer (11) to do axial reciprocating motion, so that the tool bit at the end part of the high-pressure down-the-hole hammer (11) generates impact efficiency while rotating, and the rock soil is crushed and damaged to achieve the rock entering function.
10. The method of constructing an anti-floating pile structure according to claim 7,
in the process of pouring concrete, after a plurality of anti-floating piles are formed into holes, the anti-floating piles are poured together.
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