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

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-assisted construction method of reinforced and unreinforced interlocking piles

Technical Field

The present invention relates to the technical field of building construction, and in particular to a BIM-assisted reinforced pile and unreinforced pile interlocking pile construction method.

Background Art

Because most construction projects in urban areas have narrow construction sites and are adjacent to numerous buildings, the deep foundation pit support adjacent to surrounding buildings should take into account factors such as various surrounding underground pipelines, hydrology, climate, groundwater levels, and building foundations.

The existing interlocking pile support methods are mostly SMW method piles. Due to the influence of riprap at the bottom of the retaining wall, the mixed piles cannot be constructed to the rock layer, and the H-shaped steel cannot be inserted to the designed elevation. The foundation pit retaining structure cannot meet the water-stopping and stress problems.

Moreover, the existing enclosure structure needs to be equipped with auxiliary water-blocking curtains and other waterproof measures, which greatly increases the project cost and construction period. In addition, there is a lot of mud during the construction process, the construction site is dirty and messy, there is noise and vibration during construction, and it has a great impact on the stratum and surrounding environment.

Summary of the invention

The purpose of the present invention is to solve at least one technical problem in the background technology and to provide a BIM-assisted reinforced pile and unreinforced pile interlocking pile construction method.

To achieve the above object, the present invention provides a BIM-assisted reinforced pile and unreinforced pile interlocking pile construction method, wherein the bored interlocking piles are bored by a rotary drilling rig, and a hard cutting process is adopted, and the I-sequence piles and the II-sequence piles are constructed by skipping holes, wherein the I-sequence piles are unreinforced piles, and the II-sequence piles are reinforced piles, and the I-sequence piles and the II-sequence piles are arranged at intervals. During construction, the I-sequence piles are constructed first, and then the II-sequence piles are constructed. After the concrete of the I-sequence piles is finally set, the II-sequence piles are started to be constructed. During the construction of the II-sequence piles, a rotary drilling rig is used to cut off part of the concrete of the adjacent I-sequence piles, so that the I-sequence piles and the II-sequence piles constructed successively interlock with each other and bear force together to form a seamless continuous pile wall.

According to one aspect of the present invention, the construction of the single piles of the sequence I piles and the sequence II piles includes:

Construction preparation, BIM planning and simulation, pile position marking, guide wall construction, casing burial, drilling rig positioning, rotary drilling, hole completion acceptance, conduit installation, concrete pouring and pile completion acceptance.

According to one aspect of the present invention, the BIM planning simulation is to determine the processing site, material placement location, and vertical transportation machinery location in combination with the site layout in the BIM model, readjust temporary facilities according to current road conditions and permanent roads, and plan construction site transportation roads.

According to one aspect of the present invention, the pile position is laid out by using a total station to measure and lay out the pile position, reinforcing bars are inserted in the center of the pile position, a control pile is driven around each side to control the center of the pile position, and then the center of the pile position is verified. After verification, drilling is started, casing is lowered, the casing is remeasured, the casing is calibrated, and the elevation is measured again to complete the pile position layout.

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

According to one aspect of the present invention, the guide wall is constructed by setting a reinforced concrete guide wall at the top of the pile according to the pile position, and the reinforced concrete guide wall has a thickness of 500 mm and a width of 1500 mm.

According to one aspect of the present invention, the casing is buried according to the pile position, the inner diameter of the casing is 200mm larger than the drill bit diameter, the deviation between the casing center and the pile position center is ≤50mm, the deviation of the inclination is ≤0.5%, and clay is used to fill the space between the casing and the pit wall.

According to one aspect of the present invention, after the casing is buried, the pile center is led back for correction through four control piles so that the casing center coincides with the pile center, and the pile direction line is marked on the casing with red paint.

According to one aspect of the present invention, the drilling rig is positioned so that the deviation between the center of the turntable and the center of the pile is less than 20 mm, and the level of the turntable is calibrated with a spirit level, and the center of the overhead crane, the center of the turntable and the center of the pile are in a vertical line with a deviation less than 20 mm.

According to one aspect of the present invention, the conduit is rolled and welded from steel plates with a wall thickness of ≥6 mm, and has a diameter of 300 mm; the middle section of the conduit is 2 m long, and the lowest section is 4 m long. The conduit is pre-assembled before use and is equipped with non-standard sections of 0.5 m, 1 m, 1.5 m, and 2 m.

According to the solution of the present invention, the BIM-assisted reinforced pile and unreinforced pile interlocking pile construction method of the present invention has the following beneficial effects:

Advanced technology, speed-up and efficiency improvement: In view of the narrow site and the large number and variety of construction machinery and equipment, the simulation of BIM technology is utilized to make reasonable layout in advance, dynamically simulate the drilling sequence, optimize resource allocation to maximize the utilization rate of machinery and equipment, optimize on-site land use, and facilitate material transportation for the construction of interlocking piles.

Reduce costs and shorten construction period: The interlocking piles of this construction method, that is, the reinforced piles and the unreinforced piles interlock with each other to form a continuous and seamless "pile wall" between the piles. Due to the interlocking, the spacing between the reinforced piles is larger than that of other pile rows, and the amount of steel bars used is relatively small. Compared with other forms of enclosure structures, there is no need to add auxiliary water-cutting curtains and other waterproofing measures, which greatly reduces project costs and shortens construction period.

Improve the anti-seepage and water-stopping effect: Especially in the strata with abundant groundwater, the use of interlocking piles and pile retaining structures has a good anti-seepage effect. There is no need to add additional waterproofing measures such as auxiliary water-cutting curtains. While retaining soil and supporting it, it can also effectively stop water.

High rigidity and safety: the reinforced piles and unreinforced piles are interlocked, and unreinforced piles are used to "fill" between the reinforced piles without the need to set up water-cutting curtains. They also have greater overall rigidity, which is beneficial to construction safety.

The environmental benefits are obvious: during the construction process, there is less mud, the construction site is clean, there is no noise or vibration during construction, and the impact on the stratum and surrounding environment is small, which improves the construction environment and realizes civilized construction.

BRIEF DESCRIPTION OF THE DRAWINGS

FIG1 schematically shows a construction sequence diagram of a BIM-assisted reinforced pile and unreinforced pile interlocking pile construction method according to an 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 content of the present invention will now be discussed with reference to exemplary embodiments. It should be understood that the embodiments discussed are only to enable those skilled in the art to better understand and thus implement the content of the present invention, rather than implying any limitation on the scope of the present invention.

As used herein, the term “including” and variations thereof are to be interpreted as open-ended terms meaning “including, but not limited to.” 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 present invention is applicable to deep foundation pit retaining structures in areas with densely populated buildings (structures), abundant groundwater, and unfavorable geological conditions prone to quicksand. By utilizing the simulation characteristics of BIM technology, the overall layout can be dynamically adjusted in real time, resource allocation can be optimized to maximize the utilization rate of machinery and tools, optimize the site land use, and ensure smooth material transportation. While saving resources, it ensures that the on-site construction is carried out in an orderly manner, and realizes a reasonable and efficient on-site layout.

The drilled interlocking pile of the present invention adopts a rotary drilling machine to form holes, adopts a hard cutting process, and is divided into two sequences (I, II) for skip hole construction. The I sequence pile is a non-reinforced pile, and the II sequence pile is a reinforced pile. The non-reinforced pile (I sequence) and the reinforced pile (II sequence) are arranged at intervals, and the I sequence pile is constructed first, and then the II sequence pile is constructed, and the spacing of the skipping excavation is greater than the design requirement (designed to be 4m). The II sequence pile can only be constructed after the I sequence pile concrete is finally set. When the II sequence pile is constructed, a rotary drilling machine is used to cut off part of the concrete of the adjacent I sequence piles, so that the piles constructed successively and successively are interlocked with each other, and jointly stressed to form a seamless continuous "pile wall".

In the present invention, the general construction principle is to construct pile I first and then pile II. The construction technology and sequence are consistent with the total requirements, and the construction is carried out by skipping and digging at intervals of 3 holes. The construction sequence is shown in FIG1 .

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 single piles of sequence I and sequence II piles includes:

Construction preparation, BIM planning and simulation, pile position marking, guide wall construction, casing burial, drilling rig positioning, rotary drilling, hole completion acceptance, conduit installation, concrete pouring and pile completion acceptance.

In this embodiment, BIM planning simulation is to determine the processing site, material placement location, and vertical transportation machinery location in combination with the site layout in the BIM model, readjust temporary facilities according to current road conditions and permanent roads, and plan construction site transportation roads.

In this embodiment, the stakeout is to organize professional surveyors to measure and lay out the lines after the project starts, use a total station to measure and lay out the pile position, insert a steel bar in the center of the pile position, and drive a control pile around to control the center of the pile position. Then ask the supervision unit to review it. After the review, start drilling, put down the casing, re-measure, calibrate the casing, and measure the elevation before entering the next process. The error of the pile center must be controlled within 5mm. To further determine whether there are obstacles, the hole construction can only be carried out after the acceptance by Party A or the supervisor.

In this embodiment, in order to improve the positioning accuracy of the bored pile hole, improve the positioning efficiency, and ensure sufficient engagement at the bottom, a reinforced concrete guide wall is set at the top of the pile according to the pile position. According to the specifications, the guide wall thickness is 500mm, the guide wall width is 1500mm, and the diameter of the guide wall reserved positioning hole template is 30mm larger than the casing diameter.

In this embodiment, the casing is set according to the pile position. The inner diameter of the casing should be 200mm larger than the drill bit diameter. The casing position should be buried correctly and stably. The deviation between the center of the casing and the center of the pile position should not be greater than 50mm. The deviation of the inclination should not be greater than 0.5%. Clay should be filled between the casing and the pit wall. After the casing is buried, the center of the pile position is led back and corrected through four control piles so that the center of the casing coincides with the center of the pile position, and the pile direction line is marked on the casing with red paint.

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

In this embodiment, the casing not only protects the hole wall, but also serves as a guide for drilling. Therefore, the plane position and verticality of the steel casing should be accurate, and the surrounding area and the bottom of the casing should be tight and impermeable. In order to prevent slurry from running out and prevent surface water from seeping into the hole to affect the specific gravity of the mud, the area around the casing should be filled and sealed with clay, that is, clay with the best water content should be backfilled symmetrically and evenly around the steel casing, and it should be compacted in layers to achieve the best density to ensure its verticality and prevent mud from running out, displacement, and falling.

Mechanical excavation is used to bury the casing. First, the soil within the casing burial depth range at the hole location is excavated by a rotary drill bit, and then the casing is lifted into place by the rotary drill and directly pressed into the soil.

In this embodiment, when the drilling rig is in place, the deviation of the turntable center aligning with the pile position center mark should be less than 20mm, and the turntable level should be calibrated with a level ruler, and the center of the overhead crane, the center of the turntable and the center of the pile position should be in a vertical line with a deviation of less than 20mm. During the process of the drilling rig being in place, avoid measuring the pile position to avoid damage to the pile position, and a dedicated person should be on guard. The installation of the drilling rig must be centered, horizontal, and stable to ensure that the center of the drilling tower, the center of the turntable and the center of the pile position are "three points in one line".

In this embodiment, the drilling parameters should be reasonably selected according to the formation conditions during the rotary drilling construction. Generally, the hole should be opened with light pressure and slow rotation. The drilling speed is controlled within 5m-8m/h during normal drilling. The drilling speed is slowed down to 0.5m/h before the end of the hole or in the easily collapsed section, so as to discharge the drill cuttings in time, reduce the sediment in the hole, and make the mud of the easily collapsed soil layer fully protect the wall. The drilling speed should be slowed down at the junction of different soil types. In order to prevent the adjacent piles from being drilled in series or affecting the pile quality of the adjacent piles, the hole construction of the adjacent piles should meet no less than 36 hours. Therefore, the piles that do not meet the requirements are skipped (3 piles apart) for construction.

During the drilling process, attention should be paid to monitoring the drilling footage speed, paying close attention to the water level and the amount of excavation in the hole, especially when lifting the drill and excavating. If drilling is stopped for some reason, the water level, mud density and viscosity in the hole should be maintained to avoid hole collapse. During the drilling process, always observe the verticality of the hole and whether there is hole collapse, shrinkage and other phenomena. If there is a problem, deal with it in time. Continue drilling after the problem is solved.

In this embodiment, after the drilling reaches the designed elevation, the hole position, hole diameter, hole depth and inclination are checked (i.e., hole acceptance). The hole quality inspection can be carried out using an advanced wall measuring instrument or hole gauge. The hole gauge is made of steel bars, and the hole gauge diameter is not less than the design diameter of the pile hole steel cage plus 100 mm. The hole gauge length is 4d (d is the pile hole diameter). If the diameter shrinkage phenomenon occurs, the hole should be scanned repeatedly, and the next process will be entered after meeting the requirements.

In this embodiment, it is also necessary to perform sediment thickness detection. The sediment detector is placed in the drill hole, and the length of the measuring rope on the detection circular plate is recorded; then the inspection hole steel bar is placed in the drill hole using a wire measuring rope, and the length of the inspection hole steel bar plus the measuring rope is recorded; the difference between the two lengths is the sediment thickness.

Furthermore, in this embodiment, the construction of the single pile of the sequence I pile and the sequence II pile also includes hole cleaning. In this embodiment, hole cleaning is an important process in the construction of bored piles. The quality of hole cleaning directly affects the underwater concrete pouring construction, the quality of the pile body and the bearing capacity of the pile foundation. After the drilling depth of the bored pile reaches the design required depth, the hole is cleaned immediately. After the hole is cleaned, the thickness of the sediment in the hole is not more than 200mm. After the first hole cleaning, the steel cage and the guide tube are lowered, and the second hole cleaning is performed, and the second hole cleaning is mainly performed.

In order to ensure the quality of hole cleaning, the present invention adopts two positive circulation hole cleaning. While ensuring the performance of the mud, the hole must be cleaned once after the hole is completed and once before the injection. Use high-quality mud to clean the hole, the inlet mud specific gravity is not more than 1.15, and the outlet mud specific gravity is less than 1.20, increase the mud viscosity, improve its suspension ability, and ensure thorough hole cleaning. The first hole cleaning is carried out by using mud through the drilling tool when the hole is completed. The time for one hole cleaning depends on different construction conditions and is generally controlled at about 40-50 minutes.

The second hole cleaning is carried out after the steel cage is installed in the hole, using a conduit. According to the calculation of the pile hole volume, the second hole cleaning time is planned to be about 30-50 minutes. The acceptance criteria for the second hole cleaning are: the thickness of the sediment at the bottom of the hole is less than 100mm, and the mud specific gravity is less than 1.20. Concrete should be poured within 30 minutes after the second hole cleaning.

Furthermore, as shown in FIG. 2 , in this embodiment, before the conduit is installed, it also includes the production and installation of a steel cage, wherein the steel cage is manufactured on-site, and triangular inner support stiffening stirrups are arranged every 2 m in the longitudinal direction to prevent twisting and bending during lifting. Four finished pads are installed along the circumference of the steel cage to ensure the thickness of the steel protection layer of the cast-in-place pile. The longitudinal force-bearing steel bars are mechanically connected, and the joints should be staggered with each other. The percentage of the area of the longitudinal tension steel bar joints in the same connection section is not more than 50%. The center distance between two adjacent joints should be greater than 35d (d is the larger diameter of the force-bearing steel bar) and not less than 500mm, and the distance must meet the requirements of the design and relevant specifications. The main reinforcement at the bottom of the steel cage can be slightly bent inward to facilitate guidance.

Before installing the steel cage, check the quality of the pile hole. After acceptance, use a 25t crane to hoist and lower the steel cage. When lowering, use manual assistance to align the hole position so that the axis of the steel cage coincides with the axis of the pile. Keep it vertical and gently lower it. It is strictly forbidden to lift it up and force it in to avoid collision with the hole wall and steel casing. When the steel cage is lowered to the designed elevation, it is fixed at the hole mouth to prevent the steel cage from floating up and deviating when pouring concrete. The φ150 steel casing is buried in the anchor position in advance to avoid damaging the main reinforcement during the construction of the anchor hole. The drilling position is determined when the steel cage is lowered. During the construction of cast-in-place piles, in order to ensure the elevation and inclination of the sonic detection pipe, the two ends of the sonic detection pipe are sealed with finished plugs to prevent concrete from falling into the pipe.

After the steel cage is installed and hoisted into place, re-measure the exposed length of the steel cage to see if it meets the anchorage length of the crown beam. Place pads on both sides of the steel casing to fix the steel cage, and the steel casing shall not be used as a support for the steel cage.

In this embodiment, three acoustic detection tubes are buried in the reinforced pile. The acoustic detection tubes are evenly distributed, basically dividing the circumference of the pile equally. The bottom of the acoustic detection tube is closed and should be 100mm above the bottom of the cast-in-place pile, and the top should be 500mm higher than the top surface of the pile. The exposed height of the acoustic detection tubes of the same pile should be the same, and care should be taken to keep the inside of the tube clean during concrete pouring.

In this embodiment, when the conduit is installed, the conduit is rolled and welded with a steel plate with a wall thickness of not less than 6mm into a diameter of 300mm; the length of the conduit sections is determined according to the process requirements, the middle section is 2m long, and the lowest section is 4m long. Before the conduit is used, the pipe sections must be calculated and determined before pre-assembly, and non-standard sections of 0.5m, 1m, 1.5m, and 2m are provided. The conduit should be made strong, with a smooth and straight inner wall and no local bumps. For old conduits, the wall thickness of the conduit should be determined by weighing before pressure testing to determine whether it meets the use requirements. Several short tubes of 0.3-2m are used at the top to adjust the length of the conduit so that the bottom of the tube is 300-500mm away from the bottom of the hole and is located in the center of the drill hole. The conduit is connected by flange, union nut and quick plug-in; it is sealed with a rubber "O" type sealing ring or a rubber gasket with a thickness of 4-5mm to prevent water leakage and air leakage.

Before using the conduit, in addition to carefully checking its specifications, quality and splicing structure, it should be tested for assembly and pressure testing. The length of the pressure test conduit should meet the needs of the longest pile casting. The conduits are numbered and segmented in order from bottom to top, and the combination order of the conduits is strictly maintained. Each group of conduits cannot be mixed. The axis difference after the conduit is assembled should not exceed 0.5% of the borehole depth and not exceed 10cm. The test pressure is 1.5 times the hydrostatic pressure at the bottom of the hole, and it can only be used after passing the inspection.

The length of the conduit should be determined according to the hole depth and the height of the working platform. Non-standard section conduits should be used from the bottom of the funnel to the upper opening of the borehole.

The conduit should be lowered vertically and gently to avoid collision with the steel cage. The number of sections lowered should be recorded when lowering. After lowering to the bottom of the hole, the theoretical length should be compared with the actual length to see if they match.

In this embodiment, the concrete pile pouring is to check again whether the thickness of the sediment at the bottom of the hole meets the design requirements after the steel cage is installed. After the inspection and acceptance, the underwater concrete is poured immediately and continuously to shorten the pouring time as much as possible. The underwater concrete is poured by a conduit and lifted by a car crane. During the pouring, the concrete is unloaded into the hopper through a boom pump for pouring. The diameter of the conduit is 300mm. Before use and after pouring 4 to 6 piles, the sealing of the conduit and its joints should be checked.

The bottom of the lower end of the conduit is 200-500mm away from the bottom of the hole. The amount of the first batch of concrete must meet the requirement that the depth of the conduit buried in the concrete is not less than 1m. The first batch of material should be no less than ^2m3 , and the relative position of the conduit outlet and the concrete surface should be closely monitored. During the entire pouring process, the conduit buried in the concrete surface is always maintained between 2m and 6m. Concrete pouring must be continuous to prevent broken piles. When placing the conduit, keep a record of the length and position of each section of the conduit. The removal of the conduit should be determined based on the measured concrete surface height and the conduit placement record.

Performance of underwater concrete: The slump of concrete when entering the hole is controlled at 20±2cm, the cement consumption in each cubic meter of concrete is not less than 360kg; the maximum particle size of coarse aggregate is not more than 40mm; the sand content of concrete is controlled at 40%~45%.

Underwater concrete pouring should be over-cast by more than 0.5m. Before the crown beam is constructed, the pile head should be chiseled out. The elevation must be measured before chiseling the pile to control the accurate chiseling to the designed elevation. The pile head concrete must be chiseled out manually, and blasting or other methods that affect the quality of the pile body must not be used. The part left after the pile head is chiseled out must not have residual loose layers and weak concrete layers. The length of the pile head and anchor steel bars embedded in the crown beam must meet the design requirements.

In this embodiment, the quality inspection standard of cast-in-place concrete piles is shown in Table 1 below:

Table 1

Furthermore, in this embodiment, it also includes: chiseling away the pile head and construction of the crown beam; in this embodiment, the underwater concrete pouring should be over-poured by more than 0.5m, and the pile head should be chiseled away before the construction of the crown beam. The elevation must be measured before chiseling the pile to control the accurate chiseling to the designed elevation. The chiseling away of the pile head concrete must be done manually, and blasting or other methods that affect the quality of the pile body must not be used. The part left after the pile head is chiseled away must not have any residual loose layer or weak concrete layer, and the length of the pile head and anchor steel bar embedded in the crown beam must meet the design requirements.

According to the size of the crown beam, manual excavation is adopted to avoid damaging the anti-slip piles; the width of the working surface is 30cm on each side. Since the surface soil is plain fill, the slope coefficient is selected as 1:0.5 according to the safety requirements of the specifications.

The crown beam is constructed in sections according to the progress of the interlocking pile construction. The size of the crown beam is 1.5m*1.0m, and the steel bars are composed of 16φ18 stress steel bars and φ14@200 stirrups. An expansion and settlement joint is set every 15-20m. The expansion joint width is 2cm and is filled with asphalt hemp. The filling depth is not less than 20cm. In order to speed up the progress of the foundation pit construction, the crown beam construction is carried out after the interlocking pile construction is completed for one section, and on-site steel bar binding, mold closing and concrete pouring are adopted.

According to the above solution of the present invention, the BIM-assisted reinforced pile and unreinforced pile interlocking pile construction method of the present invention has the following beneficial effects:

Advanced technology, speed-up and efficiency improvement: In view of the narrow site and the large number and variety of construction machinery and equipment, the simulation of BIM technology is utilized to make reasonable layout in advance, dynamically simulate the drilling sequence, optimize resource allocation to maximize the utilization rate of machinery and equipment, optimize on-site land use, and facilitate material transportation for the construction of interlocking piles.

Reduce costs and shorten construction period: The interlocking piles of this construction method, that is, the reinforced piles and the unreinforced piles interlock with each other to form a continuous and seamless "pile wall" between the piles. Due to the interlocking, the spacing between the reinforced piles is larger than that of other pile rows, and the amount of steel bars used is relatively small. Compared with other forms of enclosure structures, there is no need to add auxiliary water-cutting curtains and other waterproofing measures, which greatly reduces project costs and shortens construction period.

Improve the anti-seepage and water-stopping effect: Especially in the strata with abundant groundwater, the use of interlocking piles and pile retaining structures has a good anti-seepage effect. There is no need to add additional waterproofing measures such as auxiliary water-cutting curtains. While retaining soil and supporting it, it can also effectively stop water.

High rigidity and safety: the reinforced piles and unreinforced piles are interlocked, and unreinforced piles are used to "fill" between the reinforced piles without the need to set up water-cutting curtains. They also have greater overall rigidity, which is beneficial to construction safety.

The environmental benefits are obvious: during the construction process, there is less mud, the construction site is clean, there is no noise or vibration during construction, and the impact on the stratum and surrounding environment is small, which improves the construction environment and realizes civilized construction.

Finally, it should be noted that the above preferred embodiments are only used to illustrate the technical solutions of the present invention rather than to limit it. Although the present invention has been described in detail through the above preferred embodiments, those skilled in the art should understand that various changes can be made in form and details without departing from the scope defined by the claims of the present invention.

Claims (10)

1. The BIM-assisted construction method of interlocking piles with reinforced piles and non-reinforced piles is characterized in that the drilled interlocking piles are drilled with a rotary drilling rig and hard cutting technology is used, and the construction method is divided into sequence I piles and sequence II piles, where sequence I The piles are unreinforced piles, and the II piles are reinforced piles. The I piles and II piles are arranged at intervals. During construction, the I piles are constructed first, and then the II piles are constructed. The pile starts to be constructed, and during the construction of the sequence II pile, the rotary drilling rig is used to cut off part of the concrete of the adjacent sequence I pile, so that the sequence I pile and the sequence II pile constructed successively interlock with each other, and jointly form a seamless continuous pile wall. 2. BIM-assisted reinforced pile and unreinforced pile occlusal pile construction method according to claim 1, is characterized in that, described I sequence pile and described II sequence pile single pile construction comprise: Construction preparation, BIM planning simulation, stake out, guide wall construction, casing burial, drilling rig in place, rotary drilling, hole acceptance, conduit installation, poured concrete pile formation and pile acceptance. 3. The BIM-assisted construction method of reinforced pile and unreinforced pile occlusal pile according to claim 2, characterized in that, the BIM planning simulation is combined with site layout in the BIM model to process field, place material position, vertical transportation Determine the location of the machinery, readjust the temporary facilities according to the current road conditions and permanent roads, and plan the transportation roads on the construction site. 4. BIM-assisted construction method of reinforced pile and non-reinforced pile occlusal pile according to claim 2, characterized in that, the pile position setting out is to adopt total station instrument to measure and place the pile position, and the center of the pile position inserts steel bars, and the four sides Drive a control pile to control the center of the pile position, then check the center of the pile position, drill after the review, lower the casing, retest the casing, correct the casing, measure the elevation again, and complete the stake out. 5. The BIM-assisted construction method for interlocking piles with reinforced piles and unreinforced piles according to claim 4, characterized in that the center error of the pile position is controlled within 5 mm. 6. BIM-assisted construction method of reinforced pile and unreinforced pile occlusal pile according to claim 2, characterized in that, the construction of the guide wall is to set a reinforced concrete guide wall at the top of the pile according to the row of piles, and the steel bar The thickness of the concrete guide wall is 500mm and the width is 1500mm. 7. BIM-aided construction method of reinforced pile and non-reinforced pile occlusal pile according to claim 2, characterized in that, said casing is buried as a casing according to the pile site, and the inner diameter of casing is greater than the diameter of the drill bit by 200mm, The deviation between the center of the casing and the center of the pile position is ≤50mm, the deviation of the inclination is ≤0.5%, and the gap between the casing and the pit wall is filled with clay. 8. The BIM-assisted construction method for occlusal piles with reinforced piles and unreinforced piles according to claim 7, characterized in that, after the casing is buried, the center of the pile position is led back to be corrected through four control piles, so that The center of the casing coincides with the center of the pile position, and the direction line of the pile protection is marked with red paint on the casing. 9. The BIM-assisted construction method for occlusal piles with reinforced piles and non-reinforced piles according to claim 2, characterized in that, when the drilling rig is in place, the deviation between the center of the turntable and the center of the pile position is less than 20 mm, and the turntable is checked with a level ruler Horizontal, and make 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 less than 20mm. 10. The BIM-assisted construction method for occlusal piles with reinforced piles and unreinforced piles according to any one of claims 2-9, wherein the conduit is rolled and welded with a steel plate with a wall thickness ≥ 6mm, and its diameter The length of the middle section of the catheter is 2m, and the length of the bottom section is 4m. The catheter is pre-assembled before use, and it is equipped with non-standard sections of 0.5m, 1m, 1.5m, and 2m.

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