CN112554177B - Construction method of ultra-long small-diameter cast-in-situ bored pile - Google Patents
Construction method of ultra-long small-diameter cast-in-situ bored pile Download PDFInfo
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/02—Determining slope or direction
- E21B47/022—Determining slope or direction of the borehole, e.g. using geomagnetism
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/04—Measuring depth or liquid level
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/08—Measuring diameters or related dimensions at the borehole
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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Abstract
The invention belongs to the technical field of soil layer or rock drilling, and provides a construction method of an overlong small-diameter cast-in-situ bored pile, which comprises the following steps: measuring and positioning, embedding a protective cylinder, improving and correcting a drill bit, preparing slurry, drilling, checking verticality, cleaning holes for the first time, checking and accepting formed holes, manufacturing and installing a reinforcement cage, installing a guide pipe, cleaning holes for the second time, and pouring concrete. The construction method is suitable for the cast-in-place pile with longer length and smaller diameter, and the abrasion loss of the drill bit is greatly reduced, the times of replacing the drill bit are reduced, and the time is saved; the steel reinforcement cage is manufactured by adopting a plurality of reinforcement modes, so that the whole structure is stronger in stability, and higher in strength and safety; the construction operation is convenient, the application range is wide, the construction method is not limited by fields, the wall of the formed hole is solid and stable, and the collapsed hole is less; the dust pollution is less, and the requirement of green construction is met.
Description
Technical Field
The invention belongs to the technical field of drilling of soil layers or rocks, and particularly relates to a construction method of an overlong small-diameter cast-in-situ bored pile.
Background
The cast-in-place pile is formed by mechanically drilling, extruding steel pipes or excavating manually in the foundation soil, drilling soil or rock to form a pile hole, placing a reinforcement cage and pouring concrete in the pile hole to form a pile, and the cast-in-place pile can be divided into a sinking pipe cast-in-place pile, a hole-digging cast-in-place pile and the like according to different hole forming methods.
With the rapid development of the building industry in China, the requirement standard for building foundations is higher and higher. Different geological conditions adopt different foundation forms, particularly railway bridges, highway bridges and areas with extremely complex underground structures, cast-in-situ bored piles are the most common construction method, and the overall quality of engineering can be improved. The construction difficulty is high for the filling pile with the ultra-long small diameter, for example, the design form of a station building of a high-river station of a orchids is a pile foundation, the average pile length is 45m, the pile diameter is 800mm, the pile foundation is positioned above a fractured zone of a gantry mountain, an underground rock stratum is complex, the terrain is variable, the construction structure of the existing drilling filling pile is poor in stability, holes are prone to collapse, the abrasion of a drill bit is high, the drill bit needs to be frequently replaced, the time is wasted, and the construction cost is increased.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to provide a construction method of an ultra-long small-diameter cast-in-situ bored pile, which at least solves the problems of poor structural stability, easy hole collapse, serious drill bit abrasion and high construction cost in the conventional cast-in-situ bored pile construction process.
In order to achieve the above purpose, the invention provides the following technical scheme:
a construction method of an ultra-long small-diameter cast-in-situ bored pile comprises the following steps:
s101, measuring and positioning, namely positioning the position of a pile hole by adopting a total station, embedding and fixing four positioning piles outside the pile hole by adopting a cross method, and determining the contour line of a cast-in-place pile by taking the positioning piles as a reference;
s102, embedding a pile casing, embedding the pile casing according to the contour line of the cast-in-place pile, wherein the inner diameter of the pile casing is larger than the diameter of the cast-in-place pile, and backfilling clay after the pile casing body of the pile casing is vertical;
step S103, improving and correcting a drill bit, improving the drill bit to improve the hole forming effect in the drilling process, connecting the diagonal of positioning piles embedded around the pile casing by thin lines, and checking to ensure that the center of the improved drill bit, the center of the pile casing and the center of the cast-in-place pile are on the same vertical line;
step S104, preparing mud, namely digging a mud pool and a sedimentation pool within the range of a pile hole, wherein the sedimentation pool is communicated with the mud pool through a drainage ditch, the sedimentation pool is communicated with a pile casing through a mud ditch, and the mud in the mud pool is prepared from water, clay and additives;
step S105, drilling, namely hoisting a drilling machine by using a steel wire rope to enable the center of the drilling machine to be aligned to the center of the step S103, densely hitting a drill bit of the drilling machine by using a low hammer until the hole depth reaches 3-4m below a pile casing, starting to increase the stroke, increasing the hammer height, turning to normal continuous impact, and injecting prepared slurry into a pile hole during drilling;
step S106, perpendicularity checking, namely checking the perpendicularity of the pile hole;
step S107, cleaning the hole for the first time, repeatedly removing the slag by using a slag removing barrel with a valve at the bottom, removing sludge and sediments at the bottom of the hole, and replacing the mud with high density by using clean water by using a water pump to form a pile hole final hole;
step S108, hole forming acceptance inspection, acceptance inspection of the final hole of the pile hole, hole diameter inspection by adopting a detection cage, hole depth inspection by using a measuring rope, verticality inspection by using a caliper, and entering the next procedure after the verticality inspection meets the requirement;
step S109, manufacturing and installing a reinforcement cage, wherein the reinforcement cage is manufactured by steel bars in sections, the reinforcement cage is hoisted into a pile hole by a crane, the tail end of the reinforcement cage hoisted into the pile hole is temporarily supported at a pile casing opening, another section of reinforcement cage is hoisted for welding, then the reinforcement cage is sent into the pile hole, the steps are repeated, and all the reinforcement cages are hoisted into the pile hole in sequence;
step S110, installing a guide pipe, namely hoisting the guide pipe into a pile hole by using a crane, connecting the guide pipe by using screw threads, and adding a sealing ring at an interface;
s111, cleaning the hole for the second time, pressing the slurry into the guide pipe by using a water pump, and replacing sediments from the bottom of the hole along the outside of the guide pipe;
and step S112, pouring concrete, namely pouring the concrete into the pile hole through the guide pipe.
In the construction method of the ultra-long small-diameter cast-in-situ bored pile, before step S101, the construction method further includes step S100 of leveling the site to make the site of the pile hole reach the height required by the design.
In the construction method of the ultra-long small-diameter bored pile, in step S103, the drill bit includes a drill rod and blades, a steel plate is disposed on the drill rod, a plurality of blades uniformly distributed along the circumferential direction are disposed at the lower portion of the drill rod, the blades protrude outward from the drill rod, the steel plate is located in a groove formed between adjacent blades after extending upward, and the thickness of the steel plate is the same as the thickness of the blades protruding out of the drill rod;
the steel plate is curved in an arc shape, the curvature of the steel plate is consistent with that of the blade, and the steel plate and the blade are in a closed circular ring when viewed from the top;
the number of the blades is four, the number of the steel plates is four, and the steel plates are welded on the drill rod.
In the construction method of the ultra-long small-diameter cast-in-situ bored pile, in step S105, the hammer height during low-hammer impact is 0.4 to 0.6m, and the hammer height during normal continuous impact is 1.5 to 2.0 m.
In the construction method of the ultra-long small-diameter bored pile, in step S105, in the drilling process, the layer-changing part and the part which is easy to deflect are tapped with a low hammer, and are passed through by intermittent impact; and when the hole body deflects, stopping drilling, backfilling the hole body to the position where the hole body deflects by using broken stones, and re-drilling.
In the construction method of the ultra-long small-diameter bored pile, in step S105, during the drilling process, the change of the slurry level is observed by a visual method, and slurry is timely supplemented when the slurry level in the pile hole is lower than the water level.
In the construction method of the ultra-long small-diameter bored pile, in step S106, two observation points are set on the ground, the two observation points are respectively perpendicular to a connecting line of the centers of the pile holes, and a perpendicularity measuring device is set at each observation point, and is used for measuring the perpendicularity at the observation point, and the perpendicularity of the pile hole body is monitored by comparing the perpendicularity at the two observation points with the perpendicularity of the steel wire rope of the drag bit;
the verticality measuring device comprises a support frame, a line weight is hung on the support frame and comprises a line rope and a weight body, one end of the line rope is connected with the weight body, the other end of the line rope is fixed on the support frame, the weight body freely falls by means of self gravity, and the verticality of the observation point is judged according to the direction of the line rope.
In the construction method of the ultra-long small-diameter cast-in-situ bored pile, in step S109, the reinforcement cage includes a main reinforcement and reinforcing hoops, the reinforcing hoops are transversely fixed on the main reinforcement, and one reinforcing hoop is arranged every 2m along the length direction of the main reinforcement;
the grinding wheel protection cushion blocks are arranged on the steel reinforcement cage, at least two groups of grinding wheel protection cushion blocks are arranged on each section of the steel reinforcement cage, and at least four grinding wheel protection cushion blocks are uniformly arranged in each group along the circumferential direction of the steel reinforcement cage.
In the construction method of the ultra-long small-diameter cast-in-situ bored pile, the reinforcement cage is further provided with reinforcements, adjacent main reinforcements are connected in a crossed manner by adopting reinforcements to form the reinforcements, one reinforcement is arranged at intervals in the same section, and the center distance of the reinforcements in adjacent reinforcement areas is 3m in the length direction of the main reinforcements;
the length of the reinforcement cage reinforced by the reinforcing piece is 1m, and the reinforcing steel bar adopted by the reinforcing piece is HRB400E phi 16 reinforcing steel bar.
In the construction method of the ultra-long small-diameter bored pile, in step S112, a back-up pouring method is adopted during pouring concrete, the concrete is poured into the bottom of the guide pipe to form a waterproof layer, then the concrete enters the waterproof layer through the bottom opening of the guide pipe, and the initially poured concrete and the slurry thereon are ejected from the lower side, so that the later poured concrete is condensed into a complete pile body, and the pouring amount of the concrete is such that the bottom opening of the guide pipe is at least embedded into the poured concrete for 1.0-1.3 m.
Has the advantages that:
the construction method of the ultra-long small-diameter cast-in-situ bored pile is suitable for the cast-in-situ bored pile with longer length and smaller diameter, and the construction method of the invention has the advantages of simple used equipment, convenient operation and wide application range; and the method is not limited by the field, and the formed hole wall is solid and stable, and the collapsed hole is less.
Noise and vibration influence are small in the construction process, people are not disturbed, the flying dust generated in the construction process is less, the dust pollution is reduced, and the requirement of green construction is met.
The steel reinforcement cage preparation adopts multiple reinforcement mode, and overall structure stability is stronger, and intensity and security are higher, can transfer smoothly to the stake hole in, and is less to the pore wall influence, not only improves the engineering quality, has still effectively promoted the wholeness of structure.
The construction method has the advantages that the drill bit is improved, the steel plate is welded on the drill bit, the abrasion loss of the drill bit is greatly reduced, the times of replacing the drill bit are reduced, the time is saved, and the construction cost is reduced.
The machine used in the construction process can be driven, large-scale machine allocation and transportation and assembly are not needed, and energy conservation and emission reduction are achieved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a flow chart of a cast-in-situ bored pile construction process according to an embodiment of the present invention;
FIG. 2 is an elevation view of an improved drill bit according to an embodiment of the present invention;
FIG. 3 is a bottom view of an improved drill bit according to an embodiment of the present invention;
FIG. 4 is an elevation view of an observation point arrangement of an embodiment of the present invention;
FIG. 5 is a top view of an arrangement of observation points for an embodiment of the present invention;
FIG. 6 is a schematic structural diagram of an observation point according to an embodiment of the present invention;
FIG. 7 is a schematic structural diagram of a wheel type mortar protection cushion block arranged on a reinforcement cage according to an embodiment of the present invention;
fig. 8 is a schematic structural view of a reinforcement member disposed on a reinforcement cage according to an embodiment of the present invention.
In the figure: 1. a drill bit; 11. a drill stem; 12. a blade; 2. a steel plate; 3. a drilling machine; 4. a wire rope; 5. protecting the cylinder; 6. a support frame; 7. a line pendant; 71. a cord; 72. a pendant body; 8. a reinforcement cage; 81. a main rib; 82. a reinforcing hoop; 83. wheel type mortar protection cushion blocks; 84. a reinforcement.
Detailed Description
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
As shown in fig. 1 to 8, according to the embodiment of the present invention, a construction method of an ultra-long small diameter bored pile is provided, and the construction method of the present invention is suitable for the construction of a bored pile with a pile length of 40-80m and a pile diameter of 600-800 mm. The method is used for loess, cohesive soil or silty clay and artificial miscellaneous fill in engineering, and is used in cast-in-situ pile engineering of boulder-containing sand gravel layer, boulder layer, hard soil layer and rock foundation.
The working principle of the impact drill cast-in-situ bored pile is as follows: the impact hammer is suspended by the impact type drilling machine 3 or the winch to impact up and down in a reciprocating manner by utilizing the self gravity, so that broken stones in the pebble soil, the rock layer or the artificial miscellaneous fill are crushed, and part of crushed slag or slurry is extruded into the hole wall to form the retaining wall. After the hole is formed, the hole is cleaned for the first time, redundant broken slag or slurry is fished by a slag digging barrel, and the reinforcement cage 8 is placed into the hole after the hole depth and the reinforcement cage 8 are qualified through inspection and acceptance. And after the guide pipe is installed, circularly cleaning the mud deposited at the bottom of the hole by using a mud pump through the guide pipe, so as to realize secondary hole cleaning. And (5) cleaning the hole twice to ensure that the thickness of the sediment meets the standard requirement, and finally pouring concrete to form the pile.
The construction method of the ultra-long small-diameter cast-in-situ bored pile mainly comprises the following steps:
and S100, leveling the field to enable the field of the pile hole to reach the height required by the design. The field is leveled according to the elevation required by design, all barriers above and below the ground at the pile position are removed, and the low-lying position of the field needs to be backfilled and tamped.
And S101, measuring and positioning, namely positioning the position of a pile hole by adopting a total station, embedding and fixing four positioning piles outside the pile hole by adopting a cross method, and determining the contour line of the cast-in-place pile by taking the positioning piles as a reference.
And S102, embedding a pile casing 5, embedding the pile casing 5 according to the contour line of the cast-in-place pile, wherein the inner diameter of the pile casing 5 is larger than the diameter of the cast-in-place pile, and backfilling the pile casing 5 with clay after the pile casing is vertical to fix the pile casing.
The pile casing 5 has the functions of protecting orifices, positioning and guiding, isolating surface water, keeping the height of a water head in the hole, preventing collapse, fixing a reinforcement cage 8 and the like. The pile casing 5 is generally made of a steel plate with the diameter of 4-8mm, the inner diameter of the pile casing is 200mm larger than the designed pile diameter, and the upper part of the pile casing is provided with 1-2 slurry overflow holes; the embedding of the pile casing 5 is accurate and stable, the deviation between the center of the pile casing 5 and the center of the pile position is not more than 20mm, the inclination of the pile casing 5 is not more than 1% and the top end of the pile casing is 300mm higher than the ground.
The positioning pile is embedded at a position 1-2m away from the 5 side of the pile casing by using a phi 20 steel bar, the top of the positioning pile is 20mm higher than the 5 top of the pile casing and is embedded underground by no less than 300mm, circular concrete with the thickness of 200mm and the radius of 200mm is poured for fixing, identification is made, and the protection work of the positioning pile is well done in the construction process.
And S103, improving and correcting the drill bit 1, improving the drill bit 1 to improve the hole forming effect in the drilling process, connecting the diagonal of the positioning pile embedded around the casing 5 by using a thin line, and checking to ensure that the center of the improved drill bit 1, the center of the casing 5 and the center of the cast-in-place pile are on the same vertical line.
In the specific embodiment of the invention, the improvement of the drill bit 1 is mainly embodied in that a steel plate 2 is arranged on a drill rod 11 of the drill bit 1, the drill bit 1 comprises the drill rod 11 and blades 12, a plurality of blades 12 uniformly distributed along the circumferential direction are arranged at the lower part of the drill rod 11, the blades 12 protrude outwards from the drill rod 11, the steel plate 2 is positioned at a groove formed between the adjacent blades 12 after extending upwards, namely the steel plate 2 is positioned at the upper part of the blades 12, and the steel plate 2 and the blades 12 are arranged in a mutually staggered manner in the circumferential direction; the thickness of the steel plate 2 is the same as the thickness of the blade 12 protruding from the drill rod 11.
The steel plate 2 is curved in an arc shape, the curvature of the steel plate 2 is consistent with that of the blade 12, the steel plate 2 and the blade 12 are in a closed circular ring when viewed from the top, the steel plate is welded on the drill bit 1 because the appearance of the drill bit 1 is different from the aperture of a designed pile, and the steel plate is welded to form a closed ring in the bottom view, so that the hole forming quality can be improved, and the aperture is ensured to meet the requirement; there are four blades 12 and four steel plates welded to the drill rod 11. The improved drill bit 1 greatly reduces the abrasion loss of the drill bit 1, reduces the times of replacing the drill bit 1, saves time and reduces the construction cost.
And S104, preparing the slurry, namely digging a slurry pool and a sedimentation pool within the range of the pile hole, communicating the sedimentation pool and the slurry pool through a drainage ditch, communicating the sedimentation pool and the protective cylinder 5 through a slurry ditch, preparing the slurry in the slurry pool for the protective cylinder 5, discharging a mixture of the slurry overflowing from the protective cylinder 5 and sand into the sedimentation pool in the drilling process, precipitating through the sedimentation pool, returning the upper layer of the slurry into the slurry pool again, and recycling the slurry. The mud in the mud pool is prepared by water, high-viscosity clay and additives. The additive comprises bentonite and soda ash solution, the additive can be added into a slurry pool, the bentonite and soda ash solution can be coated on the inner wall of the protective cylinder 5 before the hammer is opened, if the slurry is too thin and cannot be hung on the wall surface of the protective cylinder 5, a viscosity increasing and fluid loss reducing agent can be added if necessary, barite powder is used for increasing the specific gravity of the slurry, or sawdust is used for preventing slurry leakage.
The mud pit sets up in the place outside, does not influence normal drilling work, does not disturb ground original state soil. The capacity of the mud pool is set according to 1.5 times of the total amount of mud generated by simultaneous drilling, and the capacity of the sedimentation pool is slightly smaller than that of the mud pool. The sedimentation tank and the mud pit are excavated by adopting a manual cooperation excavator, and excavated earthwork is intensively stacked and transported to a designated place for subsequent backfilling. After the pile hole is filled, waste slurry in the slurry pool and the sedimentation pool is timely pumped into the slurry transport vehicle by a slurry pump and is transported out of a construction site, sediment at the bottom of the sedimentation pool and the slurry pool is dried, the sediment is dug out by an excavator and is transported out of the construction site by a closed transport vehicle, and the slurry pool and the sedimentation pool are backfilled in time after the sediment is transported. And the drilling slag and the waste slurry are discarded in time.
And S105, drilling, namely hoisting the drilling machine 3 by using the steel wire rope 4 to enable the center of the drilling machine 3 to be aligned to the center of the step S103, closely hitting the drill bit 1 of the drilling machine 3 by using a low hammer until the hole depth reaches 3-4m below the pile casing 5, starting to increase the stroke, increasing the hammer height, turning to normal continuous impact, and injecting prepared slurry into a pile hole during drilling.
In the specific embodiment of the invention, the hammer height during low-hammer dense impact is 0.4-0.6m, and clay slurry is added in time to protect the wall, so that the hole wall is extruded and compacted; the hammer height at normal continuous impact is 1.5-2.0 m. During drilling, the layer-changing part and the part which is easy to deflect are tapped by a low hammer and are penetrated by intermittent impact to keep the hole shape good; and when the deviation occurs, stopping drilling, backfilling the hole body to the position where the hole body deviates by using broken stones, and re-drilling.
In the drilling process, the change condition of the slurry liquid level is observed by a visual method, and slurry is timely supplemented when the slurry liquid level in the pile hole is lower than the water level, so that hole collapse caused by insufficient slurry is prevented. After drilling is finished every day, protecting the hole opening, and sealing the hole opening by using a wooden cover curtain to prevent accidents of personnel.
And S106, checking the verticality, namely checking the verticality of the pile hole.
In the specific embodiment of the invention, two observation points which are perpendicular to each other from the center of the pile hole are arranged on the ground, as shown in fig. 5, an observation point 1 and an observation point 2 are arranged, perpendicularity measuring devices are arranged at the two observation points and are used for measuring the perpendicularity of the observation points, and whether the perpendicularity of the observation points is coincident with that of a steel wire rope 4 of a traction drill bit 1 is observed by comparing the perpendicularity of the observation points with that of the steel wire rope 4, wherein the coincidence is that the hole body is perpendicular, and the hole body is deflected if the coincidence is not coincident.
The perpendicularity measuring device comprises a support frame 6, a plumb 7 is hung on the support frame 6, the plumb 7 comprises a line rope 71 and a plumb body 72, one end of the line rope 71 is connected with the plumb body 72, the other end of the line rope 71 is fixed on the support frame 6, and the perpendicularity of the observation point is judged according to the direction of the line rope 71 of the plumb 7. In the specific embodiment of the invention, the support frame 6 uses four steel bars to form a pyramid, the steel bars are HRB400E phi 20 steel bars, the top end of the pyramid is fixed with a wire rope 71 of a wire pendant 7, and the pendant body 72 is in a free sagging state.
Step S107, cleaning the hole for the first time, using a slag drawing barrel with a valve at the bottom (namely, the bottom of the slag drawing barrel is provided with a check valve to prevent the sediment from leaking outwards), drawing the slag repeatedly, cleaning the sludge and the sediment at the bottom of the hole, and replacing the slurry with high density with clear water by a water pump to control the density to be 1.15-1.25g/cm3And forming a pile hole final hole.
And S108, forming holes, checking and accepting the final hole of the pile hole, checking the hole diameter by adopting a detection cage, checking the hole depth by using a measuring rope, checking the verticality by using a caliper, and entering the next procedure after the verticality meets the requirements.
And S109, manufacturing and installing the reinforcement cage 8, manufacturing the reinforcement cage 8 by sections of the reinforcement, hoisting the reinforcement cage 8 into the pile hole by using a crane, temporarily supporting the tail end of the reinforcement cage 8 hoisted into the pile hole at the opening of the pile casing 5, hoisting another section of reinforcement cage 8 for welding, then sending the reinforcement cage into the pile hole, repeating the steps, and sequentially hoisting all the reinforcement cages 8 into the pile hole.
In the embodiment of the present invention, the reinforcement cage 8 includes a main reinforcement 81 and a reinforcing hoop 82, the reinforcing hoop 82 is transversely fixed on the main reinforcement 81, and one reinforcing hoop 82 is arranged every 2m along the length direction of the main reinforcement 81; the reinforcing hoops 82 and the main ribs 81 are fixed in a staggered spot welding and binding mode, and the dislocation lap joint length of the joint position of the main ribs 81 is not less than 35d (d is the diameter of the main ribs) during blanking. The number of joints in the same section is not more than 50% of the total number of the steel bars; the joint of the main rib 81 adopts single-side welding, and the welding length is 10d (d is the diameter of the main rib).
The steel reinforcement cage 8 is provided with a wheel type mortar protection cushion block 83, which has the function of preventing rubbing with the hole wall when the steel reinforcement cage 8 is lowered, and ensures that the steel reinforcement cage 8 is installed smoothly. At least two groups of wheel type mortar protection cushion blocks 83 are arranged on each section of the steel reinforcement cage 8, and at least four wheel type mortar protection cushion blocks 83 are uniformly arranged in each group along the circumferential direction of the steel reinforcement cage 8.
The concrete installation steps of the reinforcement cage 8 are as follows:
1) before the reinforcing cage 8 enters the hole, in order to ensure the integrity of the reinforcing cage 8, reinforcement measures are taken for a framework of the reinforcing cage 8 before hoisting, reinforcing pieces 84 are arranged on the reinforcing cage 8, adjacent main reinforcements 81 are connected in a reinforcing bar cross mode to form the reinforcing pieces 84, one reinforcing piece 84 is arranged in the same cross section at intervals, and the center distance of the reinforcing pieces 84 in the adjacent reinforcing areas is 3m along the length direction of the main reinforcements 81; the length of the reinforcement cage 8 reinforced by the reinforcing member 84 is 1m, and the reinforcing steel bar adopted by the reinforcing member 84 is HRB400E phi 16 reinforcing steel bar.
2) When the reinforcement cage 8 enters the hole, the reinforcement cage is hoisted by a crane. When the reinforcement cage 8 is installed, two-point hoisting is adopted. The first lifting point is arranged at the lower part of the framework (the framework of the reinforcement cage 8), and the second lifting point is arranged between the middle point and one third of the length of the framework. When the framework is lifted, the first lifting point is lifted first to enable the framework to be lifted slightly, then the framework and the second lifting point are lifted simultaneously, after the framework leaves the ground, the first lifting point stops lifting, and the second lifting point is lifted continuously. And (5) gradually loosening the first hoisting point along with the continuous lifting of the second hoisting point until the framework is vertical to the ground, and stopping hoisting. Checking whether the skeleton is straight or not. The framework should be slowly lowered when entering the hole, and the hole wall should not be touched strictly. When the end of the framework is placed, the framework is temporarily supported at the opening of the protective cylinder 5, and then the second section of reinforcement cage 8 framework is lifted, so that the upper and lower two sections of frameworks are positioned on the same straight line for welding. After welding, the positioning is firmly carried out at the orifice, so that the floating cage phenomenon is avoided in the concrete pouring process.
3) The length of the positioning rib must be calculated by measuring the elevation of the orifice in order to position the uppermost end of the framework, in order to prevent the steel reinforcement cage 8 from falling off the cage or floating upwards in the pouring process, the center of the steel reinforcement cage 8 is aligned with the center of the designed pile, and the steel reinforcement cage 8 is welded and fixed on the steel casing 5 after being checked to be correct, so that the installation of the steel reinforcement cage 8 is completed.
4) After the steel bar cage 8 is placed into the hole, the steel bar cage is connected with the upper steel bar by adopting single-side welding, the steel bar cage is prevented from being placed into the hole immediately after being welded, and the steel bar cage is placed into the hole after being cooled for 1 minute.
And S110, installing the guide pipe, namely hoisting the guide pipe into the pile hole by using a crane, connecting the guide pipe by using screw threads, and adding a sealing ring at the interface to prevent slurry from entering the guide pipe when concrete is poured.
And S111, cleaning the hole for the second time, pressing the slurry into the guide pipe by using a water pump, and replacing sediments from the bottom of the hole along the outside of the guide pipe.
Because the steel reinforcement cage 8 and the guide pipe are placed for a long time, new sediments are generated at the bottom of the hole, and after the steel reinforcement cage 8 and the guide pipe are placed in place, the hole is cleaned for the second time by adopting a slurry changing method so as to achieve the purpose of cleaning the hole for the second time. During construction, the guide pipe is swung, the position of the guide pipe at the bottom of the hole is changed, and the sediment is replaced thoroughly. And after the indexes of the slurry within 500mm above the bottom of the hole reach the following standards, the specific gravity of the slurry is less than or equal to 1.1, the sand content is less than or equal to 8 percent, the viscosity is 18-28Pa.s, and the thickness of the sediment at the bottom of the hole is measured again and is less than or equal to 50mm, the hole cleaning is finished, and the underwater concrete pouring is immediately carried out after the hole cleaning is finished.
And step S112, pouring concrete, namely pouring the concrete into the pile hole through the guide pipe.
After the acceptance of the sediment at the bottom of the hole is qualified, concrete must be poured initially within half an hour, and the concrete pouring is continuously carried out without leaving construction joints. The time for completing the concrete pouring of the whole pile is controlled within 2-4 hours.
When the concrete is poured, a back-jacking pouring method is adopted, firstly, the concrete is poured at the bottom of the guide pipe to form a waterproof layer, then, the concrete enters the waterproof layer through the bottom opening of the guide pipe, and the concrete poured in the initial stage and the slurry on the concrete are ejected from the lower part, so that the concrete poured in the rear part is condensed into a complete pile body.
When the concrete of the first waterproof layer is poured, the lower opening of the guide pipe is 500mm away from the bottom of the hole, so that the waterproof layer and the concrete can be smoothly discharged, the pouring amount of the concrete is determined, the bottom opening of the guide pipe is at least embedded into the poured concrete for 1.0-1.3m, and the mud water is strictly prevented from flowing into the guide pipe. During the pouring process, the position of the concrete surface must be measured frequently to ensure that the buried depth of the conduit is within the range of 2-6 meters. The guide pipe is frequently inserted up and down to ensure the pile body to be compact, and the pile casing 5 is slowly and vertically pulled up after the pouring is finished to ensure the quality of the pile top concrete. The construction method of the invention is particularly applied to the construction effect in the engineering as follows: the design form of the CLZF-1 standard section high temple station house and corridor foundation of the new construction capital to Lanzhou railway capital to Chuan main temple station house engineering is end-bearing piles, the pile bottom is required to be drilled for 1 meter, the average pile length is 41-44m, and the geological condition (from top to bottom) is as follows: the construction method has the advantages that the construction method is applied to construction, and the construction effect is good. Compared with other methods, the method has the advantages of simple operation, small limitation and wide application range; the noise and vibration are small in the construction process, and people are not disturbed; the hole wall is solid and stable, and is not easy to collapse, so that the construction quality of the pile foundation is ensured, and the safety of the structure is improved. The advantages are obvious through comprehensive evaluation in all aspects.
In conclusion, the construction method of the invention has the advantages of simple equipment, convenient operation and wide application range; and the method is not limited by the field, and the formed hole wall is solid and stable, and the collapsed hole is less.
Noise and vibration influence are small in the construction process, people are not disturbed, the flying dust generated in the construction process is less, the dust pollution is reduced, and the requirement of green construction is met.
The steel reinforcement cage preparation adopts multiple reinforcement mode, and overall structure stability is stronger, and intensity and security are higher, can transfer smoothly to the stake hole in, and is less to the pore wall influence, not only improves the engineering quality, has still effectively promoted the wholeness of structure.
The construction method has the advantages that the drill bit is improved, the steel plate is welded on the drill bit, the abrasion loss of the drill bit is greatly reduced, the times of replacing the drill bit are reduced, the time is saved, and the construction cost is reduced.
The machine used in the construction process can be driven, large-scale machine allocation and transportation and assembly are not needed, and energy conservation and emission reduction are achieved.
The above is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made to the present invention by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (5)
1. A construction method of an ultra-long small-diameter cast-in-situ bored pile is characterized by comprising the following steps:
s100, leveling the field to enable the field of the pile hole to reach the height required by design;
s101, measuring and positioning, namely positioning the position of a pile hole by adopting a total station, embedding and fixing four positioning piles outside the pile hole by adopting a cross method, and determining the contour line of a cast-in-place pile by taking the positioning piles as a reference;
s102, embedding a pile casing, embedding the pile casing according to the contour line of the cast-in-place pile, wherein the inner diameter of the pile casing is larger than the diameter of the cast-in-place pile, and backfilling clay after the pile casing body of the pile casing is vertical;
step S103, improving and correcting a drill bit, improving the drill bit to improve the hole forming effect in the drilling process, connecting the diagonal of positioning piles embedded around the pile casing by thin lines, and checking to ensure that the center of the improved drill bit, the center of the pile casing and the center of the cast-in-place pile are on the same vertical line;
the drill bit comprises a drill rod and blades, a steel plate is arranged on the drill rod, a plurality of blades which are uniformly distributed along the circumferential direction are arranged at the lower part of the drill rod, the blades protrude out of the drill rod outwards, the steel plate is positioned at a groove formed between adjacent blades after the adjacent blades extend upwards, and the thickness of the steel plate is the same as that of the blades protruding out of the drill rod;
the steel plate is curved in an arc shape, the curvature of the steel plate is consistent with that of the blade, and the steel plate and the blade are in a closed circular ring when viewed from the top;
the number of the blades is four, the number of the steel plates is also four, and the steel plates are welded on the drill rod;
step S104, preparing mud, namely digging a mud pool and a sedimentation pool within the range of a pile hole, wherein the sedimentation pool is communicated with the mud pool through a drainage ditch, the sedimentation pool is communicated with a pile casing through a mud ditch, and the mud in the mud pool is prepared from water, clay and additives;
step S105, drilling, namely hoisting a drilling machine by using a steel wire rope to enable the center of the drilling machine to be aligned to the center of the step S103, densely hitting a drill bit of the drilling machine by using a low hammer until the hole depth reaches 3-4m below a pile casing, starting to increase the stroke, increasing the hammer height, turning to normal continuous impact, and injecting prepared slurry into a pile hole during drilling;
step S106, perpendicularity checking, namely checking the perpendicularity of the pile hole;
two observation points are arranged on the ground, the two observation points are respectively perpendicular to a connecting line of the centers of the pile holes, a verticality measuring device is arranged at each observation point, the verticality measuring device is used for measuring the verticality of the observation points, and the verticality of the pile hole body is monitored by comparing the verticality of the two observation points with the verticality of a steel wire rope of a traction drill bit;
the verticality measuring device comprises a support frame, a line weight is hung on the support frame and comprises a line rope and a weight body, one end of the line rope is connected with the weight body, the other end of the line rope is fixed on the support frame, the weight body freely falls by means of self gravity, and the verticality of the observation point is judged according to the direction of the line rope;
step S107, cleaning the hole for the first time, repeatedly removing the slag by using a slag removing barrel with a valve at the bottom, removing sludge and sediments at the bottom of the hole, and replacing the mud with high density by using clean water by using a water pump to form a pile hole final hole;
step S108, hole forming acceptance inspection, acceptance inspection of the final hole of the pile hole, hole diameter inspection by adopting a detection cage, hole depth inspection by using a measuring rope, verticality inspection by using a caliper, and entering the next procedure after the verticality inspection meets the requirement;
step S109, manufacturing and installing a reinforcement cage, wherein the reinforcement cage is manufactured by steel bars in sections, the reinforcement cage is hoisted into a pile hole by a crane, the tail end of the reinforcement cage hoisted into the pile hole is temporarily supported at a pile casing opening, another section of reinforcement cage is hoisted for welding, then the reinforcement cage is sent into the pile hole, the steps are repeated, and all the reinforcement cages are hoisted into the pile hole in sequence;
the reinforcement cage comprises a main reinforcement and reinforcing hoops, wherein the reinforcing hoops are transversely fixed on the main reinforcement, and one reinforcing hoop is arranged every 2m along the length direction of the main reinforcement;
the steel reinforcement cage is provided with grinding wheel protection cushion blocks, each section of steel reinforcement cage is provided with at least two groups of grinding wheel protection cushion blocks, and each group is uniformly provided with at least four grinding wheel protection cushion blocks along the circumferential direction of the steel reinforcement cage;
the reinforcement cage is also provided with reinforcements, the adjacent main reinforcements are connected in a crossed manner by adopting reinforcements to form the reinforcements, one reinforcement is arranged in the same cross section at intervals, and the center distance of the reinforcements in the adjacent reinforcement areas is 3m along the length direction of the main reinforcements;
the length of a reinforcement cage reinforced by the reinforcing piece is 1m, and the reinforcing steel bar adopted by the reinforcing piece is HRB400E phi 16 reinforcing steel bar;
step S110, installing a guide pipe, namely hoisting the guide pipe into a pile hole by using a crane, connecting the guide pipe by using screw threads, and adding a sealing ring at an interface;
s111, cleaning the hole for the second time, pressing the slurry into the guide pipe by using a water pump, and replacing sediments from the bottom of the hole along the outside of the guide pipe;
and step S112, pouring concrete, namely pouring the concrete into the pile hole through the guide pipe.
2. The method for constructing an ultra-long small-diameter bored pile according to claim 1, wherein in step S105, the hammer height at the time of the low hammer density impact is 0.4 to 0.6m, and the hammer height at the time of the normal continuous impact is 1.5 to 2.0 m.
3. The method for constructing an ultra-long small-diameter bored pile according to claim 1 or 2, wherein in step S105, in the drilling process, the layer-changed part and the part which is prone to deflection are tapped with a low hammer and intermittently impacted; and when the deviation occurs, stopping drilling, backfilling the hole body to the position where the hole body deviates by using broken stones, and re-drilling.
4. The method for constructing an ultra-long small-diameter bored pile according to claim 3, wherein in step S105, during the drilling process, the change of the slurry level is observed by a visual method, and slurry is timely replenished when the slurry level in the pile hole is lower than the water level.
5. The method according to claim 1, wherein in step S112, a back-up pouring method is used to pour concrete, the concrete is poured into the bottom of the conduit to form a water-proof layer, then the concrete enters the water-proof layer through the bottom opening of the conduit, and the initially poured concrete and the slurry thereon are ejected from the bottom, so that the later poured concrete is solidified into a complete pile body, and the concrete pouring amount is such that the bottom opening of the conduit is at least embedded in the poured concrete by 1.0-1.3 m.
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| CN202110197247.7A CN112554177B (en) | 2021-02-22 | 2021-02-22 | Construction method of ultra-long small-diameter cast-in-situ bored pile |
| JP2022534479A JP7266228B2 (en) | 2021-02-22 | 2021-12-16 | Ultra-long and small-diameter borehole pile construction method |
| PCT/CN2021/138914 WO2022096024A1 (en) | 2021-02-22 | 2021-12-16 | Construction method for super-long small-diameter hole bored pile |
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| CN112554177B (en) * | 2021-02-22 | 2021-05-11 | 中铁九局集团第四工程有限公司 | Construction method of ultra-long small-diameter cast-in-situ bored pile |
| CN114016902B (en) * | 2021-10-26 | 2023-12-08 | 博建建工集团有限公司 | Soft soil foundation drilling equipment and construction method thereof |
| CN114319338A (en) * | 2022-01-12 | 2022-04-12 | 广东省水利水电第三工程局有限公司 | Pile head capable of preventing pile bottom from sinking slag and cast-in-place pile construction method |
| CN114737956B (en) * | 2022-04-29 | 2023-05-26 | 中国电建集团成都勘测设计研究院有限公司 | Drilling inclination control and measurement device and method for steel rope impact drilling machine |
| CN115094881B (en) * | 2022-06-13 | 2023-11-21 | 中国华西企业股份有限公司 | Construction process and equipment for mechanical pore-forming artificial pore-cleaning engineering pile |
| CN114892646A (en) * | 2022-06-16 | 2022-08-12 | 深圳市市政工程总公司 | Construction method for rotary excavation bored pile in cofferdam |
| CN115217096A (en) * | 2022-07-03 | 2022-10-21 | 中建八局第二建设有限公司 | Miniature uplift pile cage framework device for slightly weathered rock geology and miniature uplift pile construction method |
| CN115110535A (en) * | 2022-07-20 | 2022-09-27 | 山西四建集团有限公司 | Comprehensive construction method for foundation pit construction |
| CN115369870B (en) * | 2022-09-22 | 2023-08-01 | 中国五冶集团有限公司 | Post-cast anti-floating anchor rod |
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| JPS6458794A (en) * | 1987-08-25 | 1989-03-06 | Matsuzawa Kiko Kk | Method of excavation construction and excavator |
| JP3467344B2 (en) * | 1995-02-28 | 2003-11-17 | 安藤建設株式会社 | Structure position deviation measurement ruler |
| JP3472855B2 (en) | 2000-10-11 | 2003-12-02 | 株式会社国土基礎 | Drilling ring for casing tube |
| JP4147101B2 (en) | 2002-12-13 | 2008-09-10 | 株式会社フジタ | Steel bar for cast-in-place concrete pile |
| JP3827309B2 (en) | 2003-01-15 | 2006-09-27 | 有限会社大樂重機 | Auxiliary pile method and embedded pile method |
| EP1857597A3 (en) * | 2006-05-19 | 2008-10-22 | Johannes Cornelis Van Vliet | Method and pile-driving device for inserting foundation piles into the ground |
| JP5075091B2 (en) * | 2008-10-30 | 2012-11-14 | 公益財団法人鉄道総合技術研究所 | Casting method for cast-in-place piles |
| JP5777167B2 (en) * | 2012-11-01 | 2015-09-09 | 株式会社奈良重機工事 | Ground reinforcement method using small-diameter concrete cast-in-place pile. |
| CN104120716A (en) * | 2013-04-28 | 2014-10-29 | 杨哲 | Slurry wall protection construction method for bored pile |
| CN205778546U (en) * | 2016-05-31 | 2016-12-07 | 沈明祥 | A kind of impact hollow boring bit |
| CN108166483A (en) * | 2017-12-31 | 2018-06-15 | 中铁十九局集团第二工程有限公司 | Bored pile construction method |
| CN110528511A (en) * | 2019-09-09 | 2019-12-03 | 中铁八局集团第六工程有限公司 | A kind of the impact drilling pile construction method |
| JP7184007B2 (en) | 2019-10-02 | 2022-12-06 | Ｊｆｅスチール株式会社 | steel pipe pile |
| CN211115802U (en) * | 2019-12-18 | 2020-07-28 | 潍坊玖玖建设工程有限公司 | Drill bit with diamond compact and rotary drilling rig |
| CN112554177B (en) * | 2021-02-22 | 2021-05-11 | 中铁九局集团第四工程有限公司 | Construction method of ultra-long small-diameter cast-in-situ bored pile |
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| JP2022549528A (en) | 2022-11-25 |
| CN112554177A (en) | 2021-03-26 |
| WO2022096024A1 (en) | 2022-05-12 |
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