CN116220027A

CN116220027A - BIM auxiliary reinforced pile and non-reinforced pile engaged pile construction method

Info

Publication number: CN116220027A
Application number: CN202310218393.2A
Authority: CN
Inventors: ***; 潘吉应; 周炳秋; 刘燕; 代云峰; 安勇
Original assignee: Guizhou Construction Group Construction Engineering Co ltd 7
Current assignee: Guizhou Construction Group Construction Engineering Co ltd 7
Priority date: 2023-03-08
Filing date: 2023-03-08
Publication date: 2023-06-06

Abstract

The invention discloses a construction method of a BIM auxiliary reinforced pile and a reinforced pile-free occluding pile, wherein a rotary drilling machine is adopted for forming holes on a drilled occluding pile, a hard cutting process is adopted for carrying out hole jumping construction on an I-order pile and a II-order pile, wherein the I-order pile is a reinforced pile, the II-order pile is a reinforced pile, the I-order pile and the II-order pile are arranged at intervals, during construction, the I-order pile is firstly constructed, the II-order pile is then constructed, after the concrete of the I-order pile is finally set, the II-order pile is constructed, during construction of the II-order pile, part of concrete of the adjacent I-order pile is cut off by utilizing the rotary drilling machine, so that the I-order pile and the II-order pile which are sequentially constructed are mutually occluded and stressed together to form a seamless continuous pile wall. According to the scheme of the invention, the technology is advanced, the speed is increased, the efficiency is improved, the cost can be reduced, the construction period is shortened, the seepage-proofing and water-stopping effects can be improved, the rigidity is high, the safety is high, and the environmental protection benefit is obvious.

Description

BIM auxiliary reinforced pile and non-reinforced pile engaged pile construction method

Technical Field

The invention relates to the technical field of building construction, in particular to a construction method of a BIM auxiliary reinforced pile and a non-reinforced pile occluding pile.

Background

Because construction projects in urban areas have narrow construction sites and are erected adjacent to buildings, deep foundation pit supports close to surrounding buildings should consider factors such as surrounding underground buried pipelines, hydrology, climate, abundant groundwater level, building foundation and the like.

Most of the existing secant pile supporting modes are SMW construction method piles, the pile cannot be constructed to a rock stratum under the influence of riprap at the bottom of a retaining wall, H-shaped steel cannot be inserted into a designed elevation, and a foundation pit retaining structure cannot meet the water stop and stress problems.

In addition, the existing enclosure structure needs to be added with waterproof measures such as auxiliary water interception curtains, so that project cost is greatly increased, and construction period is prolonged. In addition, the construction process has more slurry, messy construction site, noise and vibration during construction, and has great influence on stratum and surrounding environment.

Disclosure of Invention

The invention aims to solve at least one technical problem in the background art and provides a construction method of a BIM auxiliary reinforced pile and a non-reinforced pile occluding pile.

In order to achieve the above purpose, the invention provides a construction method of a BIM auxiliary reinforced pile and a reinforced pile-free occluding pile, a rotary drilling machine is adopted to form a hole on a drilled occluding pile, a hard cutting process is adopted to carry out hole jumping construction on an I-order pile and a II-order pile, wherein the I-order pile is a reinforced pile, the II-order pile is a reinforced pile, the I-order pile and the II-order pile are arranged at intervals, during construction, the I-order pile is firstly constructed, the II-order pile is then constructed, after the concrete of the I-order pile is finally set, the II-order pile is firstly constructed, during construction of the II-order pile, a rotary drilling machine is utilized to cut part of concrete of adjacent I-order piles, and the I-order pile and the II-order pile which are sequentially constructed are mutually occluded together and stressed to form a seamless continuous pile wall.

According to one aspect of the invention, the construction of the I-sequence pile and the II-sequence pile single pile comprises the following steps:

preparing construction, simulating BIM planning, setting out a pile position, constructing a guide wall, burying a pile casing, positioning a drilling machine, drilling by rotary digging, checking and accepting holes, installing a guide pipe, pouring concrete to form piles and checking and accepting the piles.

According to one aspect of the invention, the BIM planning simulation is used for determining a processing field, a material placement position and a vertical transportation machine position in combination with field arrangement in a BIM model, readjusting temporary facilities according to current road conditions and permanent roads, and planning a transportation road at a construction site.

According to one aspect of the invention, the pile position lofting is to measure and loft the pile position by adopting a total station, insert steel bars in the center of the pile position, respectively drive a control pile around the pile position to control the center of the pile position, recheck the center of the pile position, drill after recheck, lower the pile casing, recheck the pile casing, correct the pile casing, measure the elevation again, and finish the pile position lofting.

According to one aspect of the invention, the pile center error is controlled to be within 5 mm.

According to one aspect of the invention, the guide wall is constructed by arranging reinforced concrete guide walls on the tops of piles according to pile row positions, wherein the thickness of the reinforced concrete guide walls is 500mm, and the width of the reinforced concrete guide walls is 1500mm.

According to one aspect of the invention, the pile casing is buried in a way that the pile casing is arranged according to the pile position, the inner diameter of the pile casing is larger than the diameter of the drill bit by 200mm, the deviation between the center of the pile casing and the center of the pile position is less than or equal to 50mm, the deviation of the inclination is less than or equal to 0.5%, and clay is filled between the pile casing and the pit wall.

According to one aspect of the invention, after the pile casing is embedded, the pile position center is corrected by four control pile casings, so that the pile casing center coincides with the pile position center, and the pile casing direction line is marked on the pile casing by red paint.

According to one aspect of the invention, the drilling machine is positioned such that the deviation of the center of the turntable in alignment with the center of the pile is less than 20mm, the turntable is leveled with a level bar, and the crown block center, the turntable center and the pile center are oriented in a vertical line, with the deviation being less than 20mm.

According to one aspect of the invention, the guide pipe is formed by rolling and welding a steel plate with the wall thickness of more than or equal to 6mm, and the diameter of the guide pipe is 300mm; the middle section of the catheter is 2m long, the lowest section is 4m long, and the catheter is pre-spliced before use and is provided with non-standard sections of 0.5m, 1m, 1.5m and 2 m.

According to the scheme of the invention, the construction method of the BIM auxiliary reinforced pile and the non-reinforced pile occluding pile has the following beneficial effects:

advanced technology, acceleration and synergy: aiming at narrow sites, various construction machines and tools and a plurality of construction machines and tools, the simulation of BIM technology is utilized, the simulation is reasonably laid out in advance, the pore-forming sequence is dynamically simulated, the utilization rate of resource allocation machines and tools can be optimized, the field is optimized, and the smooth material transportation is convenient for construction of the occluding piles.

The cost is reduced, and the construction period is shortened: the meshed piles of the construction method are meshed with each other, namely the ribbed piles and the non-ribbed piles, so that a continuous seamless pile wall is formed between the piles. Because vegetable meat is meshed, the spacing between the reinforced piles is larger than that of other row piles, the consumption of the reinforced steel bars is relatively less, and compared with other building envelope forms, the building envelope has the advantages that waterproof measures such as auxiliary water interception curtains and the like are not required to be added, project cost is greatly reduced, and construction period is shortened.

Promote prevention of seepage stagnant water effect: particularly, the pile-row enclosing structure of the occluding piles is adopted in the stratum rich in underground water, so that a good seepage prevention effect is achieved, waterproof measures such as auxiliary water-blocking curtains are not required to be additionally added, and the water-stopping effect can be effectively achieved while the soil is supported.

High rigidity and high safety: the reinforced piles and the non-reinforced piles are meshed with each other, the reinforced piles are filled without a water interception curtain, and the reinforced piles have high integral rigidity and are beneficial to construction safety.

The environmental protection benefit is obvious: in the construction process, the slurry is less, the construction site is clean, the construction is noiseless and vibration-free, the influence on stratum and surrounding environment is small, the construction environment is improved, and the civilized construction is realized.

Drawings

FIG. 1 is a schematic representation of a construction sequence diagram of a method for constructing a BIM assisted reinforced pile and a non-reinforced pile bite according to one embodiment of the present invention;

fig. 2 schematically shows a flow chart of a single pile construction according to an embodiment of the present invention.

Detailed Description

The present disclosure will now be discussed with reference to exemplary embodiments. It should be understood that the embodiments discussed are merely to enable those of ordinary skill in the art to better understand and thus practice the teachings of the present invention and do not imply any limitation on the scope of the invention.

As used herein, the term "comprising" and variants thereof are to be interpreted as meaning "including but not limited to" open-ended terms. The term "based on" is to be interpreted as "based at least in part on". The terms "one embodiment" and "an embodiment" are to be interpreted as "at least one embodiment.

The invention is suitable for building (constructing) deep foundation pit enclosure structures with dense area element filling, abundant groundwater and easy generation of geology of bad conditions of sand flow. By utilizing BIM technology simulation characteristics, the total planar arrangement is dynamically adjusted in real time, the utilization rate of resource allocation equipment can be optimized to be maximized, the field land is optimized, the material transportation is smooth, the field construction is ensured to be orderly carried out while resources are saved, and the reasonable and efficient field planar arrangement is realized.

The bored pile is formed by adopting a rotary drilling machine, a hard cutting process is adopted, two-order (I, II) jumping hole construction is adopted, the I-order pile is a reinforced pile, the II-order pile is a reinforced pile, the reinforced pile (I-order) and the reinforced pile (II-order) are arranged at intervals, the I-order pile is firstly constructed, the II-order pile is then constructed, and the jumping and digging interval is larger than the design requirement (designed to be 4 m). And when the II-order piles are constructed, partial concrete of adjacent I-order piles is cut off by using a rotary drilling rig, so that the piles constructed successively are meshed with each other, and a seamless continuous pile wall is formed by jointly stressing.

In the invention, the general construction principle is that the I pile is firstly constructed and then the II pile is constructed, the construction process and the sequence are consistent with the total requirement, 3 holes are separated for jump digging construction, and the construction sequence is shown in figure 1.

Fig. 2 schematically shows a flow chart of a single pile construction according to an embodiment of the present invention. As shown in fig. 2, in this embodiment, the construction of the I-sequence pile and the II-sequence pile includes:

In the present embodiment, the BIM planning simulation is to determine a processing field, a material placement position, and a vertical transportation machine position in combination with a site layout in the BIM model, readjust temporary facilities according to the current road condition and a permanent road, and plan a construction site transportation road.

In this embodiment, pile position lofting is that after engineering is started, a professional organization measuring staff measures, pays out and positions, a total station is used for measuring and positioning pile position, a steel bar is inserted into the pile position center, a control pile is respectively driven around to control the pile position center, then a supervision unit is required to recheck, after recheck, drilling is started, a pile casing is arranged, rechecked, a pile casing is corrected, and after the elevation is measured again, the next procedure is carried out. The pile position center error is controlled within 5 mm. And further determining whether an obstacle exists or not, and performing pore-forming construction after the first party or the supervision and acceptance are qualified.

In this embodiment, in order to improve the positioning accuracy of the hole drilling occlusion pile hole opening, improve the efficiency of taking one's place, guarantee that there is sufficient occlusion in the bottom, set up reinforced concrete guide wall according to row pile position at the pile top, according to standard requirement guide wall thickness 500mm, guide wall width 1500mm, guide wall reservation locating hole template diameter than sleeve pipe diameter expansion 30mm.

In this embodiment, the pile casing is set according to the pile position, the inner diameter of the pile casing should be greater than the diameter of the drill bit by 200mm, the pile casing position should be embedded correctly and stably, the deviation between the pile casing center and the pile position center should not be greater than 50mm, the deviation of the inclination should not be greater than 0.5%, and clay is used for filling between the pile casing and the pit wall. And after the pile casing is buried, the pile position center is guided back to be corrected through four control pile casings, so that the pile casing center coincides with the pile position center, and a pile casing direction line is marked on the pile casing by using red paint.

In this embodiment, the depth of burying the casing is 6 to 8m.

In this embodiment, the protection sleeve is used for protecting the hole wall and guiding the drilling hole, so that the plane position and the perpendicularity of the steel protection sleeve are accurate, and the periphery of the steel protection sleeve and the bottom feet of the protection sleeve are tight and watertight. In order to prevent slurry leakage and prevent surface water from penetrating into the holes to influence the specific gravity of slurry, the periphery of the protective cylinder is filled with clay, and the protective cylinder is sealed, namely clay with optimal water content is symmetrically and uniformly backfilled around the steel protective cylinder, and the protective cylinder is tamped in layers to achieve optimal compactness so as to ensure verticality and prevent slurry from losing, shifting and falling.

The pile casing is buried by mechanical excavation, firstly, the soil within the buried depth range of the pile casing at the hole site is excavated by the rotary drill bit, and then the pile casing is directly pressed into the soil after being hoisted in place by the rotary drill bit.

In the embodiment, when the drilling machine is in place, the deviation of the center of the turntable to the center mark of the pile position is smaller than 20mm, the turntable is calibrated by using a level bar, and the center of the crown block, the center of the turntable and the center of the pile position form a vertical line, and the deviation is smaller than 20mm. And the drilling machine avoids measuring pile positions in the positioning process, avoids damaging the pile positions, and monitors special persons. The installation of the drilling machine in place is required to be centered, horizontal and stable, so that the three-point line of the center of the drilling tower, the center of the turntable and the center of the pile position is ensured.

In the embodiment, drilling parameters are reasonably selected according to stratum conditions in rotary drilling construction, the common open hole is suitable for light pressure and slow rotation, the drilling speed is controlled within 5 m-8 m/h during normal drilling, the drilling speed is slowed to 0.5m/h before the final hole or in the section easy to collapse, so that drill cuttings are discharged in time, sediment in the hole is reduced, the slurry in the easy-collapse soil layer is fully protected, and the drilling speed is slowed at the junction of different soil textures. In order to prevent the adjacent piles from being in series with holes or affecting the pile forming quality of the adjacent piles, the pore forming construction of the adjacent piles is preferably carried out for at least 36 hours, so that pile jump piles (3 piles at intervals) which do not meet the requirements are constructed.

During the drilling process, the drilling footage speed is monitored, and the water level and the soil output in the hole are closely paid attention, especially when the drill is lifted and the soil is discharged. If the drilling is stopped for reasons, the specified water level, the mud density and the viscosity in the hole are kept, and the hole collapse phenomenon is avoided. And in the drilling process, the verticality of the hole, whether the hole collapses, the diameter shrinks and the like are observed at any time, so that problems occur and the problems are treated in time. And continuing drilling after the problem is treated.

In this embodiment, after the drilling reaches the design elevation, the hole site, the aperture, the depth of the hole and the inclination are inspected (i.e. hole forming inspection and acceptance), the hole forming quality inspection can be performed by adopting an advanced wall measuring instrument or a hole gauge, the hole gauge is made of steel bars, the diameter of the hole gauge is not less than 100mm plus the design diameter of the pile hole steel bar cage, the length of the hole gauge is 4d (d is the diameter of the pile hole), repeated hole sweeping is performed if the hole shrinkage phenomenon occurs, and the next procedure is performed after the hole shrinkage phenomenon meets the requirement.

In the embodiment, the thickness of the sediment is detected, a sediment detector is put into a drill hole, and the length of a measuring rope on a detection circular plate is recorded; then the steel wire measuring rope is used for placing the hole-checking steel bar into the drill hole, and the length of the measuring rope is recorded and checked Kong Gangjin; the difference between the two lengths is the sediment thickness.

Further, in this embodiment, the construction of the I-order pile and the II-order pile single pile further includes hole cleaning, and in this embodiment, hole cleaning is an important process in the construction of the bored pile, and the quality of hole cleaning directly affects the underwater concrete bored construction, the pile body quality and the pile foundation bearing capacity. And after the drilling depth of the bored pile reaches the depth required by design, immediately cleaning the hole, wherein the thickness of sediment in the hole after cleaning the hole is not more than 200mm, putting down a reinforcement cage and a guide pipe after cleaning the hole for the 1 st time, and cleaning the hole for the 2 nd time, and mainly cleaning the hole for the 2 nd time.

In order to ensure the hole cleaning quality, the invention adopts twice positive circulation hole cleaning. While ensuring mud performance, the hole must be cleared once after final hole and once before injection. The high-quality slurry is adopted for cleaning holes, the specific gravity of the inlet slurry is not more than 1.15, the specific gravity of the outlet slurry is less than 1.20, the viscosity of the slurry is increased, the suspension capacity of the slurry is improved, and the thorough hole cleaning is ensured. The first hole cleaning is performed by using slurry through the drilling tool when drilling the final hole. The time for cleaning the hole once is controlled to be about 40-50 minutes generally according to different construction conditions.

And the second hole cleaning is performed by using a guide pipe after the reinforcement cage is installed in the hole. And according to the pile hole volume calculation, the second hole cleaning time is about 30-50 minutes. Secondary clear hole acceptance criteria: the thickness of the sediment at the bottom of the hole is less than 100mm, and the specific gravity of the mud is less than 1.20. After the secondary hole cleaning is finished, concrete is poured within 30 minutes.

Further, as shown in fig. 2, in this embodiment, before the catheter installation, the method further includes reinforcement cage manufacturing and reinforcement cage installation, wherein the reinforcement cage is manufactured by field processing, and triangular inner support stiffening stirrups are longitudinally arranged every 2m, so that torsion and bending during lifting are prevented. 4 finished cushion blocks are arranged along the circumference of the reinforcement cage and used for ensuring the thickness of the reinforcement protection layer of the cast-in-place pile. The longitudinal stress steel bars are mechanically connected, the joints are staggered, and the area percentage of the longitudinal tension steel bar joints in the same connecting section is not more than 50%. The center distance between two adjacent joints is larger than 35d (d is the larger diameter of the stressed steel bar) and not smaller than 500mm, and the distance needs to meet the requirements of design and related specifications. The main ribs at the bottom of the reinforcement cage can be slightly bent inwards to facilitate guiding.

Before installing the reinforcement cage, checking the pile hole forming quality, and hoisting and lowering the reinforcement cage by a 25t crane after the pile hole forming quality is checked to be qualified. When the steel bar cage is lowered, the hole site is aligned by manual assistance, so that the axis of the steel bar cage is matched with the axis of the pile, the steel bar cage is kept vertical and lightly lowered, and Gao Dimeng is strictly forbidden to be lowered and forced to be pressed in, so that the collision of the hole wall and the steel pile casing is avoided. After the steel reinforcement cage is lowered to the designed elevation, the steel reinforcement cage is fixed at the orifice, so that the steel reinforcement cage is prevented from floating and deviating when concrete is poured, the phi 150 steel sleeve is buried in advance at the anchor cable position, the main reinforcement is prevented from being damaged when the anchor cable hole is constructed, and the drilling position is well fixed when the steel reinforcement cage is lowered. When the bored concrete pile is constructed, in order to ensure the elevation and the inclination of the sounding pipe, the two ends of the sounding pipe are plugged by adopting finished plugs, so that the sounding pipe is prevented from falling into the concrete.

And re-measuring whether the exposed length of the reinforcement cage meets the anchoring length of the crown beam after the reinforcement cage is installed and hung in place. And placing pad tables on two sides of the steel pile casing to fix the reinforcement cage, wherein the steel pile casing is not used as a support of the reinforcement cage.

In this embodiment, 3 sound tubes are buried in the reinforced pile. The sounding pipes are uniformly distributed and basically equally divide the circumference of the pile, the bottom of the sounding pipes are closed and should be 100mm above the bottom of the filling pile, and the top of the sounding pipes should be 500mm above the pile top surface. The exposed heights of the sounding pipes of the same pile are preferably the same, and the cleaning of the inside of the sounding pipes is kept during concrete pouring.

In the embodiment, when the guide pipe is installed, the guide pipe is coiled and welded into a steel plate with the diameter of 300mm by adopting a steel plate with the wall thickness of not less than 6 mm; the sectional length of the conduit is determined according to the technological requirement, the middle section length is 2m, the lowest section length is 4m, before the conduit is used, the conduit section is calculated and determined, and then the conduit section is pre-spliced, and the non-standard sections of 0.5m, 1m, 1.5m and 2m are prepared. The manufacturing of the conduit is firm, the inner wall is smooth and straight, no local concave-convex exists, and whether the wall thickness of the conduit meets the use requirement is judged by weighing the old conduit before pressure test. The length of the guide pipe is regulated by adopting a few short pipes with the length of 0.3-2m at the uppermost end, so that the bottom of the pipe is 300-500mm away from the bottom of the hole and is positioned at the center of the drilled hole. The conduit is connected by a flange plate, a movable joint nut and a quick plug-in connection; sealing with rubber O-shaped sealing ring or rubber gasket with thickness of 4-5mm to prevent water leakage and air leakage.

Before the catheter is used, the specification, quality and splicing structure of the catheter are carefully checked, the pressure test and the trial assembly are carried out, the length of the pressure test catheter is required to meet the filling requirement of the longest pile, the catheters are numbered and the segment length are sequentially from bottom to top, the combination sequence of the catheters is strictly maintained, and each group of catheters cannot be mixed. The axis difference after the assembly of the guide tube is not more than 0.5% of the drilling depth and not more than 10cm. The pressure test is 1.5 times of the hydrostatic pressure at the bottom of the hole, and the pressure test can be used after the pressure test is qualified.

The length of the guide pipe is determined according to the hole depth and the height of the working platform. Non-standard joint pipes are preferably used from the bottom of the funnel to the upper mouth section of the drill hole.

The guide pipe is placed vertically and lightly so as not to collide with the reinforcement cage. The number of the nodes to be lowered is recorded during lowering, and after the nodes are lowered to the bottom of the hole, the theoretical length is compared with the actual length, and whether the theoretical length is identical with the actual length is judged.

In the embodiment, after the reinforcement cage is installed, the pile is formed by pouring concrete, whether the thickness of sediment at the bottom of the hole meets the design requirement is checked again, and after the inspection is qualified, the underwater concrete is immediately poured, and the continuous operation is kept, so that the pouring time is shortened as much as possible. And pouring underwater concrete by adopting a guide pipe, lifting by adopting an automobile crane, and discharging the concrete into a hopper through a boom pump for pouring during pouring. The diameter of the catheter is 300mm, and before use and after 4-6 piles are poured, the tightness of the catheter and the joints thereof is checked.

The bottom of the lower opening of the guide pipe is 200-500 mm away from the bottom of the hole, the first disc concrete amount must meet the requirement that the depth of the guide pipe embedded into the concrete is not less than 1m, and the first disc material should be not less than 2m ³ And closely monitoring the relative positions of the discharge holes of the guide pipes and the concrete surface, wherein the buried concrete surface of the guide pipes is always kept between 2m and 6m in the whole pouring process, the concrete pouring is required to be continuous, the pile breakage is prevented, the length and the position of each guide pipe are recorded when the guide pipes are placed, and the removal of the guide pipes is determined according to the measured height of the concrete surface and the placement record of the guide pipes.

Underwater concrete performance: the slump of the concrete is controlled to be 20+/-2 cm when the concrete is used for entering holes, and the cement consumption in each cubic concrete is not less than 360kg; the maximum grain diameter of the coarse aggregate is not more than 40mm; the sand content of the concrete is controlled to be 40-45%.

The underwater concrete should be poured over 0.5m, and the pile head should be chiseled off before the crown beam is constructed. The elevation is measured before the pile is chiseled to control and accurately chiseled to the designed elevation. The concrete of the pile head must be removed manually, and the pile head must not be removed by blasting or other methods affecting the quality of the pile body. The pile head and the anchor bar embedded in the crown beam have lengths meeting the design requirements.

In this embodiment, the quality inspection criteria for the bored concrete pile are shown in table 1 below:

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TABLE 1

Further, in the present embodiment, the method further includes: chiseling pile heads and crown beams for construction; in the embodiment, the underwater poured concrete should be oversprayed by more than 0.5m, and the pile head should be chiseled off before the crown beam is constructed. The elevation is measured before the pile is chiseled to control and accurately chiseled to the designed elevation. The concrete of the pile head must be removed manually, and the pile head must not be removed by blasting or other methods affecting the quality of the pile body. The pile head and the anchor bar embedded in the crown beam have lengths meeting the design requirements.

According to the size of the crown beam, artificial excavation is adopted for avoiding damage to the slide piles; the width of the working face is 30cm at each side, and the slope release coefficient is 1:0.5 according to the standard safety requirement because the surface layer earthwork is plain filling.

The crown beam is constructed according to the construction progress of the secant pile in a segmented mode, the size of the crown beam is 1.5 mm by 1.0m, and the steel bars are 16 phi 18 stressed steel bars and phi 14@200 stirrups. And a telescopic sedimentation joint is arranged every 15-20 m, the width of the telescopic joint is 2cm, asphalt hemp batting is adopted for filling, and the filling depth is not less than 20cm. In order to accelerate the foundation pit construction progress, crown beam construction is carried out after the construction of the engaged pile is completed for a section, and site reinforcement bar binding, mold closing and concrete pouring are adopted.

According to the scheme of the invention, the construction method of the BIM auxiliary pile with the pile without the ribs and the meshed pile has the following beneficial effects:

The cost is reduced, and the construction period is shortened: the meshed piles of the construction method are meshed with each other, namely the ribbed piles and the non-ribbed piles, so that a continuous seamless pile wall is formed between the piles. Because vegetable meat is occluded, the spacing between the reinforced piles is larger than that of other row piles, the consumption of the reinforced steel bars is relatively less, and compared with other building envelope forms, the building envelope has the advantages that waterproof measures such as auxiliary water-intercepting curtains and the like are not required to be added, the project cost is greatly reduced, and the construction period is shortened.

Finally, it is noted that the above-mentioned preferred embodiments are only intended to illustrate rather than limit the invention, and that, although the invention has been described in detail by means of the above-mentioned preferred embodiments, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the scope of the invention as defined by the appended claims.

Claims

A construction method of a BIM auxiliary reinforced pile and a reinforced pile-free engaged pile is characterized in that a rotary drilling machine is adopted for forming holes on a drilled engaged pile, a hard cutting process is adopted for carrying out hole jumping construction on an I-order pile and a II-order pile, wherein the I-order pile is a reinforced pile, the II-order pile is a reinforced pile, the I-order pile and the II-order pile are arranged at intervals, during construction, the I-order pile is firstly constructed, the II-order pile is then constructed, after the concrete of the I-order pile is finally set, the II-order pile is constructed, during construction of the II-order pile, part of concrete of the adjacent I-order pile is cut off by utilizing a rotary drilling machine, so that the I-order pile and the II-order pile which are sequentially constructed are engaged with each other are stressed together, and a seamless continuous pile wall is formed.
2. The BIM-assisted reinforced pile and reinforced pile-free snap-in pile construction method according to claim 1, wherein the I-sequence pile and II-sequence pile single-pile construction includes:

preparing construction, simulating BIM planning, setting out a pile position, constructing a guide wall, burying a pile casing, positioning a drilling machine, drilling by rotary digging, checking and accepting holes, installing a guide pipe, pouring concrete to form piles and checking and accepting the piles.
3. The method for constructing the BIM auxiliary reinforced pile and the non-reinforced pile occluding pile according to claim 2, wherein the BIM planning simulation is used for determining a processing field, a material placement position and a vertical transportation machinery position in combination with site arrangement in a BIM model, readjusting temporary facilities according to current road conditions and permanent roads, and planning a transportation road of a construction site.
4. The construction method of the BIM auxiliary reinforced pile and the non-reinforced pile engaged pile according to claim 2, wherein pile position lofting is to measure and loft a pile position by using a total station, inserting a reinforcing steel bar into the pile position center, driving a control pile around each pile to control the pile position center, rechecking the pile position center, drilling after rechecking, setting down a pile casing, rechecking the pile casing, correcting the pile casing, measuring elevation again, and finishing pile position lofting.
5. The method for constructing a pile-in-pile with a reinforced pile and a pile-without-reinforced pile as claimed in claim 4, wherein the pile position center error is controlled within 5 mm.
6. The construction method of the BIM auxiliary reinforced pile and the non-reinforced pile engaged pile according to claim 2, wherein the guide wall construction is that reinforced concrete guide walls are arranged on pile tops according to pile row positions, and the thickness of the reinforced concrete guide walls is 500mm and the width of the reinforced concrete guide walls is 1500mm.
7. The construction method of the BIM auxiliary reinforced pile and the non-reinforced pile occluding pile according to claim 2, wherein the pile casing is buried according to pile position points, the inner diameter of the pile casing is larger than the diameter of a drill bit by 200mm, the deviation between the center of the pile casing and the center of the pile position is less than or equal to 50mm, the deviation of inclination is less than or equal to 0.5%, and clay is filled between the pile casing and the pit wall.
8. The method for constructing a pile-in-pile with a reinforced pile and a pile-in-pile without a reinforced pile as claimed in claim 7, wherein after the pile casing is embedded, the pile position center is corrected by four control pile casings, the pile casing center coincides with the pile position center, and the pile casing direction line is marked on the pile casing by red paint.
9. The construction method of the BIM auxiliary reinforced pile and the non-reinforced pile engaged pile according to claim 2, wherein the drilling machine is positioned such that the deviation of the center of the turntable aligned with the center of the pile is less than 20mm, the turntable is leveled by a level bar, and the crown block center, the turntable center and the pile center form a vertical line, and the deviation is less than 20mm.
10. The construction method of the BIM auxiliary reinforced pile and the reinforced pile-free occluding pile according to any one of claims 2 to 9, wherein the guide pipe is formed by rolling and welding steel plates with wall thickness of more than or equal to 6mm, and the diameter of the guide pipe is 300mm; the middle section of the catheter is 2m long, the lowest section is 4m long, and the catheter is pre-spliced before use and is provided with non-standard sections of 0.5m, 1m, 1.5m and 2 m.