CN111576395A - Construction method of drilled pile - Google Patents
Construction method of drilled pile Download PDFInfo
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- CN111576395A CN111576395A CN202010389809.3A CN202010389809A CN111576395A CN 111576395 A CN111576395 A CN 111576395A CN 202010389809 A CN202010389809 A CN 202010389809A CN 111576395 A CN111576395 A CN 111576395A
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- reinforcement cage
- concrete
- guide pipe
- hole
- pouring
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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
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
Abstract
The invention discloses a construction method of a bored pile, which comprises the following steps: drilling a hole at a pile position to be constructed to obtain a pile foundation hole; manufacturing a plurality of reinforcement cage units, sequentially placing the reinforcement cage units into the pile foundation hole, and connecting two adjacent reinforcement cage units end to end so that the reinforcement cage units are spliced along the depth direction of the pile foundation hole to form a reinforcement cage; and pouring concrete into the reinforcement cage, and curing and molding the concrete to obtain the bored pile. The technical scheme of the invention can realize the construction of the bored pile in the limited tunnel space by completing the splicing of the reinforcement cage in the bored hole.
Description
Technical Field
The invention relates to the technical field of bored pile construction, in particular to a bored pile construction method.
Background
In the tunnel construction process of the karst landform, the tunnel construction is seriously influenced by the karst problem, the karst is a phenomenon generated by geological action which is mainly based on chemical corrosion action and assisted by mechanical action of surface water and underground water on a soluble rock stratum, and karsts with different appearances are formed by the karsts with different degrees. In the construction process of the tunnel, the tunnel sometimes inevitably meets karst caves, and the instability of the karst caves easily causes the risk of tunnel collapse. In order to overcome the above problems, it is required to provide bored piles, by which joist structures are installed through the bored piles, to support the tunnel, thereby preventing the tunnel from collapsing. However, due to the limited space of the tunnel, the framework of the reinforcement cage is too high, and the reinforcement cage cannot be directly installed in the drilled hole, so that the construction of the drilled pile is affected.
Disclosure of Invention
The invention mainly aims to provide a bored pile construction method, aiming at realizing smooth construction of bored piles in limited tunnel space.
In order to achieve the purpose, the invention provides a construction method of a bored pile, which comprises the following steps:
drilling a hole at a pile position to be constructed to obtain a pile foundation hole;
manufacturing a plurality of reinforcement cage units, sequentially placing the reinforcement cage units into the pile foundation hole, and connecting two adjacent reinforcement cage units end to end so that the reinforcement cage units are spliced along the depth direction of the pile foundation hole to form a reinforcement cage;
and pouring concrete into the reinforcement cage, and curing and molding the concrete to obtain the bored pile.
Optionally, the top of steel reinforcement cage unit is equipped with the connecting piece, "will two adjacent steel reinforcement cage unit end to end"'s step includes:
and after the last reinforcement cage unit is installed, connecting the next reinforcement cage unit to the connecting piece of the last reinforcement cage unit so as to enable the two adjacent reinforcement cage units to be connected end to end through the connecting piece.
Optionally, the connector is a sleeve with an internal thread, and the step of "connecting the next reinforcement cage unit to the connector of the previous reinforcement cage unit" includes:
and positioning the sleeve of the previous steel reinforcement cage unit to the hole opening of the pile foundation hole, inserting the next steel reinforcement cage unit into the sleeve, and rotating the sleeve so that the sleeve is connected with two adjacent steel reinforcement cage units through internal threads.
Optionally, the steel reinforcement cage unit is installed with the sounding pipe, "will two adjacent steel reinforcement cage unit end to end" after the step, still include:
and connecting the two adjacent sounding pipes end to end.
Optionally, the step of "pouring concrete into the reinforcement cage" further includes:
and detecting whether the sounding pipe arranged on the reinforcement cage unit leaks water, and repairing the sounding pipe if the sounding pipe leaks water.
Optionally, the step of "pouring concrete into the reinforcement cage" further includes:
the concrete feeding device comprises a feeding end, a discharging end and a guide pipe, wherein the feeding end of the concrete is communicated with the feeding end of the guide pipe, and the discharging end of the guide pipe is arranged in the reinforcement cage, so that the concrete flowing out of the feeding end flows into the reinforcement cage through the guide pipe.
Optionally, the step of placing the discharge end of the conduit within the reinforcement cage comprises:
and adjusting the depth of the guide pipe extending into the reinforcement cage so that the distance between the discharge end of the guide pipe and the bottom surface of the pile foundation hole is not more than 30 cm.
Optionally, the step of pouring concrete into the reinforcement cage includes:
calculating the pouring amount of the concrete of the current batch according to the buried depth of the guide pipe, and pouring the concrete according to the pouring amount of the concrete of the current batch;
after the current batch of concrete is poured, adjusting the depth of the guide pipe extending into the reinforcement cage, calculating the pouring amount of the next batch of concrete according to the adjusted buried depth of the guide pipe, and pouring the concrete according to the pouring amount of the next batch of concrete.
Optionally, in the step of "calculating the pouring amount of the concrete of the current batch according to the burial depth of the conduit", the burial depth of the conduit is not less than 1 m.
Optionally, the step of "obtaining a pile foundation hole" further includes:
and cleaning the pile foundation hole, and filling slurry into the pile foundation hole.
The invention provides a bored pile construction method, which comprises the following steps: drilling a hole at a pile position to be constructed to obtain a pile foundation hole; manufacturing a plurality of reinforcement cage units, sequentially placing the reinforcement cage units into the pile foundation hole, and connecting two adjacent reinforcement cage units end to end so that the reinforcement cage units are spliced along the depth direction of the pile foundation hole to form a reinforcement cage; according to the invention, the installation of the reinforcement cage with the required height is realized in a sectional splicing manner, so that the problem that the reinforcement cage is too high and cannot be installed due to limited tunnel space is avoided, and thus, concrete is poured into the reinforcement cage formed after splicing, and the drilled pile is obtained after the concrete is cured and molded. The technical scheme of the invention can realize smooth construction of the bored pile in the limited tunnel space by splicing the reinforcement cage in the bored hole.
Drawings
FIG. 1 is a schematic flow chart illustrating a method for constructing a bored pile according to an embodiment of the present invention;
FIG. 2 is a partial detailed flowchart of step S200 in FIG. 1 according to the present invention;
FIG. 3 is a partial detailed flowchart of step S300 in FIG. 1 according to the present invention;
fig. 4 is a schematic flow chart of a bored pile construction method according to another embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below. The examples, in which specific conditions are not specified, were conducted under conventional conditions or conditions recommended by the manufacturer. The reagents or instruments used are not indicated by the manufacturer, and are all conventional products available commercially.
The invention provides a construction method of a bored pile, and aims to realize smooth installation of the bored pile in a limited tunnel space.
Referring to fig. 1, in an embodiment of the present invention, a method for constructing a bored pile includes the steps of:
step S100, drilling a hole in a pile position to be constructed to obtain a pile foundation hole;
step S200, manufacturing a plurality of reinforcement cage units, sequentially placing the reinforcement cage units into the pile foundation hole, and connecting two adjacent reinforcement cage units end to end so that the reinforcement cage units are spliced along the depth direction of the pile foundation hole to form a reinforcement cage;
and S300, pouring concrete into the reinforcement cage, and obtaining the drilled pile after the concrete is solidified and molded.
The invention provides a bored pile construction method, which comprises the following steps: step S100, drilling a hole in a pile position to be constructed to obtain a pile foundation hole; step S200, manufacturing a plurality of reinforcement cage units, sequentially placing the reinforcement cage units into the pile foundation hole, and connecting two adjacent reinforcement cage units end to end so that the reinforcement cage units are spliced along the depth direction of the pile foundation hole to form a reinforcement cage; according to the invention, the installation of the reinforcement cage with the required height is realized in a sectional splicing manner, so that the problem that the reinforcement cage is too high and cannot be installed due to limited tunnel space is avoided, and thus, in step S300, concrete is poured into the reinforcement cage formed after splicing, and the pile foundation hole pile is obtained after the concrete is cured and molded. The technical scheme of the invention can realize smooth construction of the bored pile in the limited tunnel space by splicing the reinforcement cage in the bored hole.
It should be noted that the reinforcement cage according to the embodiment of the present invention includes a plurality of reinforcement cage units, and the reinforcement cage units are sequentially connected end to end along the length direction of the reinforcement cage units, so as to form the reinforcement cage by splicing. The steel reinforcement cage unit comprises a plurality of main reinforcements and stirrups, and is a plurality of the main reinforcements surround the stirrups at intervals, and the steel reinforcement cage unit further comprises a plurality of stirrups which are arranged along the length direction at intervals. Preferably, adjacent two interval between the stirrup is 2 meters, and the length of main muscle is 4.5 meters, before the installation, should clear away the adhesion at the earth and the oil stain on steel reinforcement cage unit surface guarantee that the reinforcing bar in the steel reinforcement cage unit closely coheres with the concrete. The steel reinforcement cage unit still includes a plurality of three angular frame, and is a plurality of three angular frame follow place in the length direction of main muscle in a plurality of the space that the main muscle encloses to establish, three angular frame weld in the main muscle, the main muscle with the stirrup welding. In order to facilitate the end-to-end splicing of the adjacent reinforcement cage units, in the embodiment of the invention, a connecting piece is arranged at one end part of each main reinforcement, so that the main reinforcements of the two adjacent reinforcement cage units are butted by the connecting piece.
According to the invention, the plurality of drilled piles are arranged on the ground surface and are connected in a crossing manner through the joist structure, so that a stable foundation is formed, and tunnel construction is carried out on the basis of the formed foundation, so that the safety of the constructed tunnel is ensured. Of course, the joist structure may be a steel plate with a thickness of 1.5 m and built in the steel bar. In addition, the number of the drilled piles can be set according to actual conditions, in the embodiment of the invention, 20 drilled piles are arranged, the pile length of each drilled pile is 5-54 m, the inner diameter of each drilled pile is 1.5 m, and the total number of the drilled piles of 54m is 4. In order to ensure the stability of the drilled piles, the rock-socketed depth of each drilled pile is not less than 2 m. In the embodiment of the invention, the pile foundation holes are drilled by adopting a drilling machine, when a plurality of drilled piles are constructed, the drilled pile on one side is constructed, and after the drilled pile on one side is constructed, the drilled pile is constructed by drilling on the other side. After the drilled piles are completed, 2-4 groups of test pieces are required to be manufactured for each drilled pile, and the pile body strength of the drilled piles is checked.
Supplementary notes, the step of "drilling at the pile position of the constructed drilled pile" includes surveying the terrain, planning, finishing the site and positioning and lofting. Wherein, the arrangement place is including leveling the place and sweeping the place, after surveying the topography, according to the scheme of formulating of surveying the topography to combine to formulate the scheme and arrange the place in order, with this place after the arrangement carry out the location lofting, like this, confirm the pile position of the bored concrete pile of being under construction with this according to the lofting, thereby guaranteed the accuracy that the pile position set up. The step of obtaining the pile foundation hole pile further comprises the following steps: and chiseling off the pile head protruding out of the pile position. Generally, the height of the bored pile after pouring is 0.5-1.0 m higher than the designed height of the pile foundation hole pile, and during the process of pouring concrete, sediment and sediment at the bottom of a drilled hole can form a certain thickness, namely laitance, on the surface of the concrete, so that after the concrete is solidified, a pile head containing the laitance is chiseled to ensure the strength of the bored pile.
Referring to fig. 1, in an embodiment of the present invention, the step of "obtaining a pile foundation hole" further includes: and inspecting the pile foundation hole. After the pile foundation hole reaches the design value, the hole diameter, the hole depth, the hole position and the verticality of the pile foundation hole are checked, so that the hole diameter and the hole depth of the pile foundation hole are not smaller than the design value; the deviation of the center of the hole site is not more than 50 mm; the gradient is not more than 1%; the thickness of the sediment at the bottom of the hole before the concrete is poured is not more than 5 cm.
Referring to fig. 1, in an embodiment of the present invention, a connector is disposed at a top of each reinforcement cage unit, and the step of "connecting two adjacent reinforcement cage units end to end" includes: and after the last reinforcement cage unit is installed, connecting the next reinforcement cage unit to the connecting piece of the last reinforcement cage unit so as to enable the two adjacent reinforcement cage units to be connected end to end through the connecting piece. It should be noted that the connecting piece has the both ends of setting up dorsad, the one end of connecting piece is located the top surface of steel reinforcement cage unit, like this, work as last after the installation of steel reinforcement cage unit is accomplished, at this moment, the connecting piece is located the top surface of steel reinforcement cage unit in the pile foundation hole, so, next the process that the steel reinforcement cage unit was transferred makes to transfer the connecting piece of steel reinforcement cage unit alignment steel reinforcement cage unit in the pile foundation hole to realized adjacent two through the connecting piece the concatenation of steel reinforcement cage unit, so circulate, accomplish until the concatenation of all steel reinforcement cage units. Supplementary note, the connecting piece includes a sleeve and a sleeve, the upward end of each main reinforcement of the reinforcement cage unit is provided with one connecting piece, in order to ensure the main reinforcement of the reinforcement cage unit to be connected in an aligned manner, the embodiment of the invention numbers each main reinforcement of the reinforcement cage unit, so that the main reinforcements of two adjacent reinforcement cage units are correspondingly connected through the connecting pieces, and the stability of the connection of the reinforcement cage units is ensured.
Referring to fig. 2, in an embodiment of the present invention, the connector is a sleeve with an internal thread, and the step of "connecting the next reinforcement cage unit to the connector of the previous reinforcement cage unit" includes: step S201, positioning a sleeve of the previous reinforcement cage unit to an orifice of the pile foundation hole; step S202, inserting the next reinforcement cage unit into the sleeve, rotating the sleeve to enable the sleeve to be connected with the two adjacent reinforcement cage units through internal threads, installing and positioning the sleeve of the previous reinforcement cage unit to an orifice of a drilled hole, controlling the next reinforcement cage unit to move close to the previous reinforcement cage unit so that the next reinforcement cage unit is inserted into the sleeve, and rotating the sleeve at the orifice of the drilled hole to enable the sleeve to be connected with the two adjacent reinforcement cage units.
Referring to fig. 4, in an embodiment of the present invention, the reinforcement cage unit is provided with an acoustic pipe, and after the step of "connecting two adjacent reinforcement cage units end to end", the method further includes: and S500, connecting the two adjacent sounding pipes end to end. The sounding pipes are arranged on the steel reinforcement cage unit, so that two adjacent sounding pipes are connected end to end, installation of the sounding pipes with required length is formed by splicing the sounding pipes, and performance detection of the drilled pile can be achieved through the spliced sounding pipes. In order to prevent sundries such as poured concrete from falling into the sounding pipe to cause the sounding pipe to be blocked, the end part of the sounding pipe protruding out of the pile foundation hole is sealed by a cover plate. It should be noted that the outer diameter of the sounding pipe is 57mm, the wall thickness of the sounding pipe is 3.5mm, and the installation depth of the sounding pipe is 1m higher than that of the drilled pile, but the sounding pipe may also be arranged according to the actual situation in the embodiment of the present invention, which is not limited to this, and the sounding pipes with different sizes are all within the protection scope of the present invention.
Referring to fig. 4, in an embodiment of the present invention, the step of "pouring concrete into the reinforcement cage" further includes: step S600, detecting whether the sounding pipe installed on the steel reinforcement cage unit leaks water, and repairing the sounding pipe if the sounding pipe leaks water. It should be noted that the sounding pipe is arranged along the length direction of the steel reinforcement cage, the sounding pipe can be installed on the stirrup of the steel reinforcement cage unit in a welding manner, and the steel reinforcement cage unit welded on the sounding pipe needs to perform water leakage detection. According to the embodiment of the invention, water can be added into the sounding pipe, the reinforcement cage unit provided with the sounding pipe is lifted, whether the sounding pipe leaks water or not is judged by observing the water level in the lifted sounding pipe, if the water level drops, the sounding pipe arranged in the reinforcement cage unit leaks water is indicated, and therefore, the water leakage position of the sounding pipe is found out and repaired until the sounding pipe does not leak water.
Referring to fig. 4, in an embodiment of the present invention, the step of "pouring concrete into the reinforcement cage" further includes: and S700, communicating a feeding end of concrete with a feeding end of a conduit, and placing a discharging end of the conduit in the reinforcement cage so that the concrete flowing out of the feeding end flows into the reinforcement cage through the conduit. Before the feed end of the concrete is communicated with the feed end of the guide pipe, the guide pipe is required to detect whether the guide pipe is blocked, specifically, a floating ball with the diameter smaller than the inner diameter of the guide pipe by 2cm is adopted, and whether the guide pipe is communicated and blocked is judged according to whether the floating ball can move from one end of the guide pipe to the other end of the guide pipe. When pouring concrete, the position of the steel reinforcement cage is to be positioned by adopting the lifting mechanism, so that the steel reinforcement cage is prevented from floating upwards or sinking when pouring concrete. The lifting mechanism comprises the chain block and the shoulder pole beam, and the steel reinforcement cage is stably positioned through the chain block and the shoulder pole beam, so that the steel reinforcement cage is prevented from shaking. The concrete is intensively mixed in the mixing station, and the concrete mixed in the mixing station flows into the reinforcement cage from a feeding end through a conduit, so that the automatic pouring of the concrete is realized. Preferably, the feed opening of mix station is provided with the filter screen, and the mesh aperture of filter screen is 5 ~ 6mm, through the setting of filter screen, has prevented that the large granule from soaking the mix station with this jam pipe. Of course, in order to prevent the reinforcement cage from floating upward during concrete pouring, the embodiment of the present invention may adjust the pouring speed according to the distance between the discharge end of the guide pipe and the bottom of the pile foundation hole, for example, when the distance between the discharge end of the guide pipe and the bottom of the pile foundation hole is less than 1 meter, the pouring speed of the concrete is reduced. In order to realize the pouring of the reinforcement cage units at different depths, the embodiment of the invention can adjust the depth of the discharge end of the guide pipe inserted into the pile foundation hole in the pouring process, for example, the discharge end of the guide pipe is lifted upwards along with the pouring process of concrete. In addition, after completion, the catheter is withdrawn in time. The catheter can adopt catheters with different inner diameters according to actual needs, and the inner diameter of the catheter in the embodiment of the invention is 250 mm.
Referring to fig. 4, in an embodiment of the present invention, the step of placing the discharge end of the conduit in the reinforcement cage includes: and adjusting the depth of the guide pipe extending into the reinforcement cage so that the distance between the discharge end of the guide pipe and the bottom surface of the pile foundation hole is not more than 30 cm. It should be noted that the distance between the discharge end and the ground of the pile foundation hole is controlled not to exceed 30cm, so that the separation of poured concrete is avoided, the separation of concrete and water is avoided, and the strength of the formed drilled pile is ensured. In addition, the guide pipe comprises a plurality of sub pipes which are connected end to form the guide pipe, and certainly, in order to adjust the length of the guide pipe, preferably, two adjacent sub pipes are detachably connected, so that in the concrete pouring process, along with the rising of a concrete pouring surface, the discharge end of the guide pipe adjusting guide pipe is lifted to be inserted into the depth of a drill hole, and meanwhile, the corresponding number of sub pipes are removed, so that the concrete is guaranteed to be poured into the concrete smoothly along the guide pipe. It is worth noting that when concrete is poured, the conduit is ensured to be filled with concrete, and a high-pressure air bag formed by the conduit due to the fact that the concrete is not filled fully is avoided, so that the concrete is hollow, and the compactness of the concrete cannot be ensured.
Referring to fig. 3, in an embodiment of the present invention, the step of "pouring concrete into the reinforcement cage" includes: step 301, calculating the pouring amount of the concrete of the current batch according to the buried depth of the guide pipe, and pouring the concrete according to the pouring amount of the concrete of the current batch; and 302, after the current batch of concrete is poured, adjusting the depth of the guide pipe extending into the reinforcement cage, calculating the pouring amount of the next batch of concrete according to the adjusted buried depth of the guide pipe, and pouring the concrete according to the pouring amount of the next batch of concrete. The buried depth of the guide pipe refers to the depth of the designed guide pipe embedded into concrete, and the pouring amount of the concrete is calculated according to the designed depth. Before concrete pouring, collecting slurry at the hole bottom of a pile foundation hole, and detecting the sand content and the specific gravity of the collected slurry, wherein when the sand content of the slurry is less than 4 percent and the specific gravity of the slurry is 1.03-1.10 g/cm3When the thickness of the sediment at the bottom of the hole is less than 5mm, pouring concrete into the pile foundation hole; otherwise, cleaning the pile foundation hole until the pile foundation hole meets the requirements. According to the embodiment of the invention, the concrete is poured in a batch mode, the pouring amount of the concrete of each batch is calculated according to the burial depth of the guide pipe, so that the poured concrete of each batch is densely filled in the drill hole, therefore, after the pouring of the concrete of the previous batch is finished, the discharge end of the guide pipe is adjusted to enable the distance between the discharge end of the guide pipe and the bottom surface of the pile foundation hole not to exceed 30cm, the concrete to be poured of the next batch is poured into the drill hole, and the slurry of the introduced concrete is fully dischargedAnd the concrete is prevented from carrying mud, so that the strength of the formed drilled pile is ensured. Before the concrete pouring is finished, the pouring amount of the concrete should be checked to determine whether the pouring height of the drilled pile is correct.
In an embodiment of the present invention, in the step of "calculating the pouring amount of the concrete of the current batch according to the burial depth of the conduit", the burial depth of the conduit is not less than 1 m. It should be noted that, in order to prevent the pile foundation hole from collapsing, in the embodiment of the present invention, after the pile foundation hole is completed, a slurry retaining wall is used for the pile foundation hole. In order to avoid segregation and separation of concrete, the pouring amount of the first batch of concrete is required to keep the buried depth of the guide pipe not more than 1m, after the first batch of concrete is poured, the pouring amount of the rest batch of concrete is required to ensure that the buried depth of the guide pipe is between 2m and 6m, so that slurry injected into the reinforcement cage is fully discharged while the concrete is smoothly poured into the reinforcement cage through control of the buried depth of the guide pipe, and the strength of the drilled pile is ensured. When the buried depth of the guide pipe is more than 6m, the pressure of the guide pipe is too large, so that the concrete in the guide pipe cannot be smoothly poured into the reinforcement cage; when the buried depth of the guide pipe is less than 2m, the pressure of the guide pipe is too small, so that slurry in the reinforcement cage cannot be sufficiently discharged, concrete is carried with the slurry, and the strength of the drilled pile is affected.
Referring to fig. 4, in an embodiment of the present invention, the step of "obtaining a pile foundation hole" further includes: and S400, cleaning the pile foundation hole, and filling slurry into the pile foundation hole. And (3) drilling by adopting a drilling machine, starting a reverse circulation slurry pump when a drill bit of the drilling machine drills 0.5-1.0 m, timely pumping out sediments at the bottom of the drilled hole, supplementing fresh slurry into the drilled hole, circulating the process until the slurry in the drilled hole meets the requirement, and finishing the cleaning of the drilled hole. The pile foundation hole after cleaning can reach the following standard: the hole wall of the drilled hole is 2-3 mm particles, the specific gravity of soil in the hole wall is not more than 1.1, the sand content of the soil is less than 2%, and the viscosity of the soil is 17-22 s. In addition, in order to facilitate taking and using the slurry, a slurry pool is arranged at the periphery of the drill hole and is arranged between the two drill hole piles, the slurry pool is welded by adopting steel plates with the thickness of 5mm, the length, the width and the height of the slurry pool are respectively 6m, 5m and 2m, redundant slurry in the slurry pool is pumped and discharged in time by adopting a tank truck, and the slurry is strictly forbidden to be directly discharged into a dissolving cavity. The mud in the mud pool is made of clay or bentonite, the specific gravity of the mud is 1.1-1.3, the viscosity of the mud is 16-22 s, the pH value of the mud is more than 6.5, the sand content of the mud is not more than 4%, and the colloid content of the mud is not less than 95%. The embodiment of the invention adjusts the specific gravity of the slurry according to the porosity of the tunnel geology, for example, when the tunnel geology is a karst filler with high porosity, the slurry retaining wall with the specific gravity of 1.3 is adopted. And after the drilling is finished, detecting the aperture, the hole shape, the hole depth, the verticality, the hole bottom sediment thickness and the hole site center of the drilled hole, wherein the aperture, the hole shape and the verticality are detected by adopting a cage type hole detector, the hole depth and the hole bottom sediment thickness are detected by a measuring rope and a measuring hammer, and the hole site center detection total station is used for detecting.
Supplementary explanation, because the space of the tunnel is limited, the invention can adopt a short-stroke small-sized drilling machine to realize drilling, in order to reduce the stress of the drilling machine to the ground, the invention arranges double-spliced 20cm multiplied by 20cm I-steel on the ground, thereby increasing the contact area with the ground through the I-steel, and reducing the stress of the drilling machine to the ground. In the drilling process of the drilling machine, the drilling machine keeps the base stable, the drilling hole of the drilling machine is aligned to the drilling position needing drilling, and the drilling hole is kept to vertically drill until the drilling hole reaches the designed depth. In order to prevent the borehole from collapsing, mud is used to protect the wall during drilling by the drill rig. Of course, the drilling machine selects different drilling modes according to different tunnel earth surface soil qualities in the drilling process, when the tunnel geology is the karst filling material, the main components of the karst filling material are silty clay and boulder, and at the moment, a small-stroke drilling mode is adopted and low-consistency slurry is input to protect the wall; when rocks are encountered in tunnel geology, particularly rocks with large inclined surfaces or uneven heights, rubbles or broken stones are backfilled, if holes are deviated and inclined, the rubbles are backfilled to the positions 0.3-0.5 m above the deviation and inclination positions to punch and pound the holes again, and after a flat surface is formed, a large-stroke drilling mode is adopted and high-consistency slurry is input to protect the wall. In addition, in the drilling process, when a drill bit of the drilling machine drops or is stuck, the reason needs to be found out in time and rescue measures need to be implemented.
Specifically, the drilling machine has the following reasons for drill dropping and drill jamming: the long-time impact of drilling machine can make wire rope and drill bit junction wearing and tearing to, in drilling process, because wire rope is in tensile state all the time, cause wire rope fatigue fracture, make the drill bit of being connected with wire rope fall into in the pile foundation hole. When the bottom of the pile foundation hole is provided with a karst cave, the drill bit breaks through the karst cave and falls into the karst cave, and falling rocks in the karst cave block the drill bit, so that the drill blocking phenomenon is generated. When the drill is dropped, the drill bit is salvaged by the fishing hook, the rope sleeve and other tools in time. When the drill jamming phenomenon occurs, the drill bit is pulled after the steel wire rope is loosened, the drill bit is rotated to be pulled out, and the steel wire rope is not required to be broken in the lifting process. If the user can not lift the tool, the position of the obstacle is detected, another drill bit is used for impacting the obstacle, and the drill bit is lifted after the obstacle is eliminated.
The above description is only a preferred embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications and equivalents of the present invention, which are made by the present specification and directly/indirectly applied to other related technical fields within the spirit of the present invention are included in the scope of the present invention.
Claims (10)
1. A bored pile construction method is characterized by comprising the following steps:
drilling a hole at a pile position to be constructed to obtain a pile foundation hole;
manufacturing a plurality of reinforcement cage units, sequentially placing the reinforcement cage units into the pile foundation hole, and connecting two adjacent reinforcement cage units end to end so that the reinforcement cage units are spliced along the depth direction of the pile foundation hole to form a reinforcement cage;
and pouring concrete into the reinforcement cage, and curing and molding the concrete to obtain the bored pile.
2. The bored pile construction method according to claim 1, wherein a connector is provided at a top of the cage unit, and the step of connecting two adjacent cage units end to end includes:
and after the last reinforcement cage unit is installed, connecting the next reinforcement cage unit to the connecting piece of the last reinforcement cage unit so as to enable the two adjacent reinforcement cage units to be connected end to end through the connecting piece.
3. The bored pile construction method according to claim 2, wherein the coupling member is a sleeve having an internal thread, and the step of "coupling the next cage unit to the previous cage unit" includes:
and positioning the sleeve of the previous steel reinforcement cage unit to the hole opening of the pile foundation hole, inserting the next steel reinforcement cage unit into the sleeve, and rotating the sleeve so that the sleeve is connected with two adjacent steel reinforcement cage units through internal threads.
4. The bored pile construction method according to claim 1, wherein the reinforcement cage unit is provided with a sounding pipe, and after the step of connecting the adjacent reinforcement cage units end to end, the method further comprises:
and connecting the two adjacent sounding pipes end to end.
5. The bored pile construction method according to claim 4, wherein the step of "pouring concrete into the reinforcement cage" further includes:
and detecting whether the sounding pipe arranged on the reinforcement cage unit leaks water, and repairing the sounding pipe if the sounding pipe leaks water.
6. The bored pile construction method according to claim 1, wherein the step of "pouring concrete into the reinforcement cage" further includes:
the concrete feeding device comprises a feeding end, a discharging end and a guide pipe, wherein the feeding end of the concrete is communicated with the feeding end of the guide pipe, and the discharging end of the guide pipe is arranged in the reinforcement cage, so that the concrete flowing out of the feeding end flows into the reinforcement cage through the guide pipe.
7. The bored pile construction method of claim 6, wherein the step of placing the discharge end of the conduit within the reinforcement cage comprises:
and adjusting the depth of the guide pipe extending into the reinforcement cage so that the distance between the discharge end of the guide pipe and the bottom surface of the pile foundation hole is not more than 30 cm.
8. The bored pile construction method according to claim 6, wherein the step of "pouring concrete into the reinforcement cage" includes:
calculating the pouring amount of the concrete of the current batch according to the buried depth of the guide pipe, and pouring the concrete according to the pouring amount of the concrete of the current batch;
after the current batch of concrete is poured, adjusting the depth of the guide pipe extending into the reinforcement cage, calculating the pouring amount of the next batch of concrete according to the adjusted buried depth of the guide pipe, and pouring the concrete according to the pouring amount of the next batch of concrete.
9. The bored pile construction method according to claim 8, wherein in the step of calculating the poured amount of the concrete of the current batch according to the buried depth of the guide pipe, the buried depth of the guide pipe is not less than 1 m.
10. The bored pile construction method according to any one of claims 1 to 9, wherein the step of obtaining a pile foundation hole further includes, after:
and cleaning the pile foundation hole, and filling slurry into the pile foundation hole.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437358A (en) * | 2013-09-13 | 2013-12-11 | 杭州银博交通工程材料有限公司 | Concrete pouring control system and method for cast-in-place pile |
| CN106284314A (en) * | 2016-08-31 | 2017-01-04 | 中冶建工集团有限公司 | Karst landform spiral-digging pore cast-in-place pile construction method |
| US20170044733A1 (en) * | 2013-03-07 | 2017-02-16 | Henderson | Perimeter pile anchor foundation |
| CN206616550U (en) * | 2017-03-18 | 2017-11-07 | 青岛新华友建工集团股份有限公司 | A kind of small space construction bored concrete pile |
| JP2017214788A (en) * | 2016-06-01 | 2017-12-07 | 株式会社恵信工業 | Temporary assembly tool for reinforcement cage |
| CN107503344A (en) * | 2017-08-01 | 2017-12-22 | 石家庄市道桥管理处 | The construction method of turnover type merogenesis steel pile casting retaining wall manually digging hole filling pile |
-
2020
- 2020-05-09 CN CN202010389809.3A patent/CN111576395A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20170044733A1 (en) * | 2013-03-07 | 2017-02-16 | Henderson | Perimeter pile anchor foundation |
| CN103437358A (en) * | 2013-09-13 | 2013-12-11 | 杭州银博交通工程材料有限公司 | Concrete pouring control system and method for cast-in-place pile |
| JP2017214788A (en) * | 2016-06-01 | 2017-12-07 | 株式会社恵信工業 | Temporary assembly tool for reinforcement cage |
| CN106284314A (en) * | 2016-08-31 | 2017-01-04 | 中冶建工集团有限公司 | Karst landform spiral-digging pore cast-in-place pile construction method |
| CN206616550U (en) * | 2017-03-18 | 2017-11-07 | 青岛新华友建工集团股份有限公司 | A kind of small space construction bored concrete pile |
| CN107503344A (en) * | 2017-08-01 | 2017-12-22 | 石家庄市道桥管理处 | The construction method of turnover type merogenesis steel pile casting retaining wall manually digging hole filling pile |
Non-Patent Citations (1)
| Title |
|---|
| 金荣庄等: "《市政工程质量通病及防治》", 30 September 1998, 中国建筑工业出版社 * |
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