CN113897948B - Overwater drilled pile inclination prevention anchoring method for main trestle construction - Google Patents
Overwater drilled pile inclination prevention anchoring method for main trestle construction 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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Abstract
The invention discloses an anti-inclination anchoring method for a water drilled pile for main trestle construction, which comprises the five steps of anchor pile presetting, prefabricated connecting beam suspension setting, connecting beam and anchor rod butt joint, anchor rod bottom end casting method anchoring, prestressed tendon tensioning and fastening and the like. According to the invention, the rock layer is implanted into the bottom end of the anchor rod through the pouring and anchoring structure of the anchor rod, and the anchor rod and the connecting beam are additionally arranged between the cast-in-situ bored piles, so that the top ends of two groups of cast-in-situ bored piles form an integrated fastening force, and the cast-in-situ bored piles are better in water-wave impact resistance compared with a single cast-in-situ bored pile; according to the invention, the cylindrical pier and two ends of the connecting beam form stronger tension in a prestressed tendon tensioning mode, so that the self-rotation torsion of the anchor rod is better resisted, the anchor rod is not easy to rotate and loosen, and a more stable two-pile connection permanent structure is finally formed. The invention can be extended into a quick construction mode of a multi-pile supported water simple platform, and is worth popularizing.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to an anti-inclination anchoring method for a water drilled pile for main trestle construction.
Background
The bridge engineering of crossing wider river course generally adopts trestle construction method. The trestle is a temporary bridge which runs on hoisting and transporting machinery and directly serves for construction. The construction trestle generally comprises three parts of a pier, a beam span structure and a bridge deck system.
In recent years, cast-in-situ bored piles are generally adopted for pouring piers, side-span platforms and cofferdams of steel trestles, friction casing piles are generally adopted for underwater sand layers, and bored piles which directly penetrate rock layers are generally adopted for underwater rocks. However, no matter what kind of geology, the long-term influence of water buoyancy, wave and water flow, the pier which only depends on the supporting force of the pile bottom is easy to incline, which is a hidden engineering danger.
Therefore, the anchoring structure is arranged at the top of the overwater bored pile, so that the inclination force generated by water flow impact is greatly reduced, and a more stable overwater bored pile structure is obtained.
Disclosure of Invention
The invention aims to solve the defects in the prior art, and provides an anti-inclination anchoring method for an overwater drilled pile for main trestle construction.
In order to achieve the purpose, the invention adopts the following technical scheme:
an anti-inclination anchoring method for a water drilled pile for main trestle construction comprises the following steps:
step one, presetting an anchor pile:
selecting two adjacent cast-in-situ bored piles, wherein the bottom ends of the two cast-in-situ bored piles penetrate through a sand layer and are drilled into a rock layer to be 1m deep, the top ends of the cast-in-situ bored piles are higher than the water surface, prefabricated ribs are arranged at the top ends of the cast-in-situ bored piles, and the prefabricated ribs are perpendicular to the top end surfaces of the cast-in-situ bored piles after correction treatment;
hammering and sinking the sleeve at the continuous midpoint position between the two groups of cast-in-situ bored piles to enable the top end of the sleeve to be equal to the top end of the cast-in-situ bored pile, enabling the bottom end of the sleeve to reach the junction of the sand layer and the rock layer, and reaming after drilling the rock layer for 2-3m along a lower drill bit inside the sleeve;
step two, the prefabricated connecting beam is suspended:
prefabricating a connecting beam, wherein two groups of smooth through holes for the prefabricated ribs to pass through are formed in the upper surface of the connecting beam, two symmetrical smooth through holes for the prestressed ribs to pass through are further formed in the edge of the upper surface of the connecting beam, a smooth through hole for the anchor rod to pass through is formed in the center of the upper surface of the connecting beam, and a cylindrical pier is further arranged in the center of the upper surface of the connecting beam;
the cylindrical pier is a vertical thick-wall cylinder, clamping columns distributed in an annular mode are arranged on the bottom end face of the cylindrical pier, grooves clamped with the clamping columns are formed in the upper surface of the connecting beam, the bottom end face of the cylindrical pier is in contact with the upper surface of the connecting beam, the clamping columns are used for preventing the cylindrical pier from sliding on the upper surface of the connecting beam, the top end of the anchor rod extends out of the upper portion of the cylindrical pier and is provided with a cap head, and an anti-skidding cushion block is arranged between the cap head of the anchor rod and the top end face of the cylindrical pier in a cushioning mode;
the circular arc side wall of the cylindrical pier is provided with two symmetrical smooth through holes for the prestressed tendon to pass through, the prestressed tendon is terminated from the bottom of the smooth through hole at one edge through a clamping piece I and a termination nut I, passes through a lantern ring at the top of the smooth through hole, extends to the smooth through hole of the cylindrical pier, is wound around the anchor rod for a circle, passes through the other smooth through hole of the cylindrical pier, passes through the lantern ring at the top of the smooth through hole at the other edge, passes through the bottom of the smooth through hole all the time, and finally passes through the clamping piece I and a termination nut I for termination;
step three, butt joint of the connecting beam and the anchor rod:
three circular sliding sheets which are distributed at equal intervals are fixedly arranged in the middle of the anchor rod, three groups of circular sliding sheets are provided with one pouring pipe, the anchor rod is aligned to an opening at the top end of the sleeve, two groups of smooth through holes in the middle of the connecting beam are aligned to the prefabricated ribs, the circular sliding sheets are in sliding fit with the inner wall of the sleeve, and the circular sliding sheets are continuously suspended and hung;
filling glue in smooth through holes corresponding to the prefabricated ribs and the anchor rods in advance until the bottom surfaces of the connecting beams are respectively contacted with the top end surfaces of the bored piles and the sleeves, leveling the connecting beams by a horizontal ruler to enable the upper surfaces of the connecting beams to be horizontal, and sealing and fastening the top ends of the prefabricated ribs by end-sealing nuts II to enable the connecting beams to be tightly attached to the bored piles;
aligning the clamping column of the cylindrical pier with the groove on the upper surface of the connecting beam, enabling the prestressed tendon to be shortest, screwing the cap head of the anchor rod into the screw hole of the anti-skidding cushion block, enabling the cap head of the anchor rod, the anti-skidding cushion block, the cylindrical pier and the upper surface of the connecting beam to be sequentially attached to each other, and enabling the bottom end of the anchor rod to reach the reaming of the rock layer;
step four, anchoring by a casting method at the bottom end of the anchor rod:
using a vertical square, lightly knocking the upper part of the sleeve to ensure that the sleeve is completely vertical, and carrying out pressurized casting on a cavity formed by the circular sliding sheet at the lowest layer, the lower part of the sleeve and the drilled hole in the rock layer to carry out pressurized casting on C60 high-strength concrete, keeping the pressure at about 1MPa, and maintaining for 20-30min;
pumping the pouring pipe to a position near the lower part of the middle circular slip sheet, and filling river sand; after the filling, pumping the pouring pipe to a position near the lower part of the circular slip sheet on the uppermost layer, and filling river sand; after the sleeve is filled, pumping the pouring pipe to a position near the lower part of the top end of the sleeve, pouring C60 high-strength concrete, keeping the pressure at about 1MPa, and maintaining for 20-30min;
drawing out the pouring pipe, sealing the notch at the top of the sleeve by using a rubber plug, and forming a pouring method anchoring structure of the anchor rod after the C60 high-strength concrete is completely cured after the night;
tensioning and fastening the prestressed tendons:
sleeving a clamping piece II and a single-hole anchorage device on the prestressed tendon part near the smooth through holes on the two sides of the cylindrical pier in advance, arranging tensioning equipment at the two ends of the prestressed tendon, wherein the tension is 300N, fixing the two ends by adopting a clamping piece I and an end sealing nut I after tensioning is finished, and sliding a lantern ring into a counter bore at the top of the corresponding smooth through hole;
and then the single-hole anchorage is attached to the smooth through hole opening part of the cylindrical pier, and the clamping piece II is knocked to ensure that the single-hole anchorage and the smooth through hole of the cylindrical pier are sequentially tensioned, so that the two sides of the middle part of the prestressed tendon are only fastened in the cylindrical pier, and the whole anchoring process is completed.
Preferably, the bored pile sinks to the junction of the sandy soil layer and the rock layer through the retaining wall sleeve, then the hole is drilled and expanded through the rock layer, and then the formed cylindrical pile is poured by the lower reinforcement cage.
Preferably, the prefabricated rib is formed by extending a casting body from a reinforcement cage in the cast-in-situ bored pile, so that an extending part is required at the top of the reinforcement cage, further roughening and leveling treatment is required on the top end face of the cast-in-situ bored pile, and glue can be filled between the top face of the cast-in-situ bored pile and the bottom face of the connecting beam to ensure that the top face of the cast-in-situ bored pile and the bottom face of the connecting beam are connected more firmly.
Preferably, the cylindrical pier is a reinforced concrete structure.
Preferably, the top of the side wall of the sleeve is provided with a notch for the pouring tube to pass through.
Preferably, a branched iron nail may be welded to the bottom end of the anchor rod for reinforcing the anchoring force.
Compared with the prior art, the invention has the beneficial effects that:
the anchor rods and the connecting beams are additionally arranged between the cast-in-situ bored piles, so that the top ends of two groups of cast-in-situ bored piles form an integrated fastening force, and the cast-in-situ bored pile is better in water-wave impact resistance compared with a single cast-in-situ bored pile; according to the invention, through the pouring anchoring structure of the anchor rod, the bottom end of the anchor rod is implanted into the rock layer, so that the further reinforcement effect is achieved; according to the invention, the cylindrical pier is arranged at the upper part of the anchor rod, and the cylindrical pier and two ends of the connecting beam form stronger tension in a prestressed rib tensioning mode, so that the self-rotation torsion of the anchor rod is better resisted, the anchor rod is not easy to rotate and loosen, and a more stable two-pile connection permanent structure is finally formed.
The invention can also be extended to a rapid construction mode of the multi-pile supported water simple platform, and is worth popularizing and using.
Drawings
FIG. 1 is an overall view of the final structure formed by the anchoring method of the present invention;
FIG. 2 is a partial view of the final structure formed by the anchoring method of the present invention;
fig. 3 is a view showing an anchoring structure of a rock bolt in the anchoring method of the present invention:
in the figure: the cast-in-situ bored pile comprises a cast-in-situ bored pile 1, prefabricated reinforcements 2, a sleeve 3, a connecting beam 4, prestressed reinforcements 5, an anchor rod 6, a cylindrical pier 7, a clamping column 8, a clamping piece I9, a blocking nut I10, a lantern ring 11, a circular slip sheet 12, a pouring pipe 13, a blocking nut II14, a clamping piece II15, a single-hole anchor 16 and an anti-skid cushion block 17.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Example 1:
referring to fig. 1-3, a method for anti-inclination anchoring of a water bored pile for main trestle construction includes the following steps:
step one, anchor pile presetting:
selecting two adjacent cast-in-place bored piles 1, wherein the bottom ends of the two cast-in-place bored piles 1 penetrate through a sand layer and are drilled into a rock layer to a depth of 1m, the top ends of the cast-in-place bored piles 1 are higher than the water surface, prefabricated ribs 2 are arranged at the top ends of the cast-in-place bored piles 1, and the prefabricated ribs 2 are perpendicular to the top end surfaces of the cast-in-place bored piles 1 after correction treatment;
hammering and sinking the sleeve 3 at the continuous middle point position between the two groups of cast-in-situ bored piles 1 to enable the top end of the sleeve 3 to be equal to the top end of the cast-in-situ bored pile 1 in height, enabling the bottom end of the sleeve 3 to reach the junction of the sand layer and the rock layer, and reaming after drilling into the rock layer for 2-3m along a drill bit arranged inside the sleeve 3;
step two, the prefabricated connecting beam is suspended:
a connecting beam 4 is prefabricated, two groups of smooth through holes for the prefabricated ribs 2 to pass through are formed in the upper surface of the connecting beam 4, two symmetrical smooth through holes for the prestressed ribs 5 to pass through are further formed in the edge of the upper surface of the connecting beam 4, a smooth through hole for the anchor rod 6 to pass through is formed in the center of the upper surface of the connecting beam 4, and a cylindrical pier 7 is further arranged in the center of the upper surface of the connecting beam 4;
the cylindrical pier 7 is a vertical thick-wall cylinder, the bottom end face of the cylindrical pier 7 is provided with clamping columns 8 which are distributed annularly, the upper surface of the connecting beam 4 is provided with a groove which is clamped with the clamping columns 8, the bottom end face of the cylindrical pier 7 is in contact with the upper surface of the connecting beam 4, the clamping columns 8 are used for preventing the cylindrical pier 7 from sliding on the upper surface of the connecting beam 4, the top end of the anchor rod 6 extends out of the upper part of the cylindrical pier 7 and is provided with a cap head, and an anti-skidding cushion block 17 is arranged between the cap head of the anchor rod 6 and the top end face of the cylindrical pier 7 in a cushioning mode;
the circular arc side wall of the cylindrical pier 7 is provided with two symmetrical smooth through holes for the prestressed tendon 5 to pass through, the prestressed tendon 5 is terminated from the bottom of the smooth through hole at one edge through a clamping piece I9 and a blocking nut I10, passes through a lantern ring 11 at the top of the smooth through hole, extends to the smooth through hole of the cylindrical pier 7, is wound around the anchor rod 6 for a circle, penetrates out of the other smooth through hole of the cylindrical pier 7, penetrates through the lantern ring 11 at the top of the smooth through hole at the other edge, penetrates through the bottom of the smooth through hole all the way, and finally passes through the clamping piece I9 and a blocking nut I10 to be terminated;
step three, butt joint of the connecting beam and the anchor rod:
three circular sliding sheets 12 which are distributed at equal intervals are fixedly arranged in the middle of the anchor rod 6, three groups of circular sliding sheets 12 are provided with a pouring pipe 13, the anchor rod 6 is aligned with an opening at the top end of the sleeve 3, two groups of smooth through holes in the middle of the connecting beam 4 are aligned with the prefabricated ribs 2, the circular sliding sheets 12 are in sliding fit with the inner wall of the sleeve 3, and continuous suspension and hanging are realized;
filling glue in smooth through holes corresponding to the prefabricated ribs 2 and the anchor rods 6 in advance until the bottom surfaces of the connecting beams 4 are respectively contacted with the top end surfaces of the cast-in-situ bored piles 1 and the sleeves 3, leveling the connecting beams 4 through a leveling rod to enable the upper surfaces of the connecting beams 4 to be horizontal, and sealing and fastening the top ends of the prefabricated ribs 2 through end sealing nuts II14 to enable the connecting beams 4 to be tightly attached to the cast-in-situ bored piles 1;
aligning the clamping column 8 of the cylindrical pier 7 with the groove on the upper surface of the connecting beam 4, enabling the prestressed tendon 5 to be shortest, screwing the cap head of the anchor rod 6 into the screw hole of the anti-skidding cushion block 17, enabling the cap head of the anchor rod 6, the anti-skidding cushion block 17, the cylindrical pier 7 and the upper surface of the connecting beam 4 to be tightly attached in sequence, and enabling the bottom end of the anchor rod 6 to reach the reaming of the rock layer;
step four, anchoring by a casting method at the bottom end of the anchor rod:
using a vertical square, lightly knocking the upper part of the sleeve 3 to ensure that the sleeve 3 is completely vertical, and carrying out pressurized casting on a cavity formed by the circular sliding sheet 12 at the lowest layer, the lower part of the sleeve 3 and the drilled hole of the rock layer to carry out pressurized casting on C60 high-strength concrete, keeping the pressure at about 1MPa, and maintaining for 20-30min;
pumping the pouring pipe 13 to a position near the lower part of the middle circular sliding sheet 12, and filling river sand; after the filling, the pouring pipe 13 is pumped to a position near the lower part of the circular slip sheet 12 at the uppermost layer, and the river sand is filled; after the sleeve is filled, the pouring pipe 13 is pumped to a position near the lower part of the top end of the sleeve 3, C60 high-strength concrete is poured, the pressure is kept about 1MPa, and the pouring is maintained for 20-30min;
the pouring pipe 13 is drawn out, the gap at the top of the sleeve 3 is sealed by a rubber plug, and after the C60 high-strength concrete is completely cured after the night, a pouring method anchoring structure of the anchor rod 6 is formed;
step five, tensioning and fastening the prestressed tendons:
sleeving a clamping piece II15 and a single-hole anchorage device 16 on the prestressed tendon 5 near the smooth through holes on the two sides of the cylindrical pier 7 in advance, arranging tensioning equipment at the two ends of the prestressed tendon 5, wherein the tension is 300N, fixing the two ends by adopting a clamping piece I9 and an end-sealing nut I10 after tensioning is finished, and sliding a lantern ring 11 into a counter bore at the top of the corresponding smooth through hole;
and then the single-hole anchorage device 16 is attached to the smooth through hole opening part of the cylindrical pier 7, and the clamping piece II15 is knocked to sequentially tension the single-hole anchorage device 16 and the smooth through hole of the cylindrical pier 7, so that two sides of the middle part of the prestressed tendon 5 of the single-hole anchorage device and the smooth through hole of the cylindrical pier 7 are only fastened in the cylindrical pier 7, and the whole anchoring process is completed.
Example 2:
modifying on the basis of the embodiment 1, the number of the cast-in-situ bored piles 1 can be four, the connecting beam 4 is changed into a square bearing platform, the four cast-in-situ bored piles 1 are arranged at the four corners of the bearing platform, the four corners of the periphery of the cast-in-situ bored piles 1 are provided with through holes of the prestressed tendons 5, the center of the upper surface of the bearing platform is provided with a cylindrical pier 7, the through holes of the cylindrical piers 7 are changed into four groups distributed annularly, the prestressed tendons 5 are changed into two and are all wound with anchor rods 6, and two ends of each prestressed tendon 5 are provided with one side of the bearing platform to form a cross diagonal structure;
the method is operated according to a similar anchoring method to form a stretched anchoring structure, and the anchoring structure is stretched by one anchor rod 6 and two prestressed tendons 5 and is respectively connected with the top ends of four cast-in-situ bored piles 1, so that the cast-in-situ bored piles are more stable and are not easy to incline;
the embodiment can be used as a four-pile supported water platform structure, has a simple structure, is convenient to install, can resist water wave impact more importantly, has a good inclination resistance effect, is worthy of being popularized in a large range, and also is an extension effect of the invention.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered as the technical solutions and the inventive concepts of the present invention within the technical scope of the present invention.
Claims (6)
1. An anti-inclination anchoring method for a water drilled pile for main trestle construction is characterized by comprising the following steps:
step one, anchor pile presetting:
selecting two adjacent cast-in-place bored piles (1), wherein the bottom ends of the two cast-in-place bored piles (1) penetrate through a sand layer and are drilled into a rock layer to a depth of 1m, the top ends of the cast-in-place bored piles (1) are higher than the water surface, prefabricated ribs (2) are arranged at the top ends of the cast-in-place bored piles (1), and the prefabricated ribs (2) are perpendicular to the top end surfaces of the cast-in-place bored piles (1) after correction treatment;
hammering and sinking the sleeve (3) at the continuous midpoint position between the two groups of cast-in-situ bored piles (1) to enable the top end of the sleeve (3) to be equal to the top end of the cast-in-situ bored piles (1), enabling the bottom end of the sleeve (3) to reach the junction of a sand layer and a rock layer, descending a drill bit along the inside of the sleeve (3), and reaming after drilling into the rock layer for 2-3 m;
step two, the prefabricated connecting beam is suspended:
prefabricating a connecting beam (4), wherein two groups of smooth through holes for the prefabricated reinforcements (2) to pass through are formed in the upper surface of the connecting beam (4), two symmetrical smooth through holes for the prestressed reinforcements (5) to pass through are further formed in the edge of the upper surface of the connecting beam (4), a smooth through hole for the anchor rod (6) to pass through is formed in the center of the upper surface of the connecting beam (4), and a cylindrical pier (7) is further arranged in the center of the upper surface of the connecting beam (4);
the cylindrical pier (7) is in a vertical thick-wall cylindrical shape, clamping columns (8) distributed in an annular shape are arranged on the bottom end surface of the cylindrical pier (7), grooves clamped with the clamping columns (8) are formed in the upper surface of the connecting beam (4), the bottom end surface of the cylindrical pier (7) is in contact with the upper surface of the connecting beam (4), the clamping columns (8) are used for preventing the cylindrical pier (7) from sliding on the upper surface of the connecting beam (4), the top end of the anchor rod (6) extends out of the upper portion of the cylindrical pier (7) and is provided with a cap head, and an anti-skidding cushion block (17) is arranged between the cap head of the anchor rod (6) and the top end surface of the cylindrical pier (7);
the prestressed rib (5) is terminated from the bottom of the smooth through hole at one edge through a clamping piece I (9) and a termination nut I (10), a sleeve ring (11) which passes through the top of the smooth through hole, a smooth through hole which extends to the cylindrical pier (7), and penetrates out of the other smooth through hole of the cylindrical pier (7) after being connected to the anchor rod (6) for a circle in a winding manner, then penetrates through the sleeve ring (11) at the top of the smooth through hole at the other edge, penetrates through the bottom of the smooth through hole all the time, and finally is terminated through the clamping piece I (9) and the termination nut I (10);
step three, butt joint of the connecting beam and the anchor rod:
three circular sliding sheets (12) which are distributed at equal intervals are fixedly arranged in the middle of the anchor rod (6), a pouring pipe (13) is arranged in three groups of circular sliding sheets (12), the anchor rod (6) is aligned to an opening at the top end of the sleeve (3), two groups of smooth through holes in the middle of the connecting beam (4) are aligned to the prefabricated rib (2), the circular sliding sheets (12) are in sliding fit with the inner wall of the sleeve (3), and the circular sliding sheets are continuously suspended and hung;
filling glue in smooth through holes corresponding to the prefabricated ribs (2) and the anchor rods (6) in advance, enabling the bottom surfaces of the connecting beams (4) to be in contact with the top end surfaces of the cast-in-situ bored piles (1) and the sleeves (3) respectively, leveling the connecting beams (4) through a leveling rod to enable the upper surfaces of the connecting beams (4) to be horizontal, sealing and fastening the top ends of the prefabricated ribs (2) through end-sealing nuts II (14), and enabling the connecting beams (4) to be attached to the cast-in-situ bored piles (1) tightly;
aligning a clamping column (8) of the cylindrical pier (7) with a groove on the upper surface of the connecting beam (4), enabling the prestressed tendon (5) to be shortest, screwing a cap head of the anchor rod (6) into a screw hole of the anti-skid pad block (17), and enabling the cap head of the anchor rod (6), the anti-skid pad block (17), the cylindrical pier (7) and the upper surface of the connecting beam (4) to be sequentially attached to one another so that the bottom end of the anchor rod (6) reaches the reaming of the rock layer;
step four, anchoring by a casting method at the bottom end of the anchor rod:
using a vertical square, lightly knocking the upper part of the sleeve (3) to ensure that the sleeve (3) is completely vertical, and carrying out pressurized pouring on a cavity formed by the circular sliding sheet (12) at the lowest layer, the lower part of the sleeve (3) and the drilled hole of the rock layer to carry out pressurized pouring on C60 high-strength concrete, keeping the pressure at about 1MPa, and maintaining for 20-30min;
pumping the pouring pipe (13) to a position near the lower part of the middle circular sliding sheet (12) and filling river sand; after the filling, the pouring pipe (13) is pumped to a position near the lower part of the circular sliding sheet (12) at the uppermost layer, and the river sand is filled; after the sleeve is filled, the pouring pipe (13) is pumped to a position near the lower part of the top end of the sleeve (3), C60 high-strength concrete is poured, the pressure is kept at about 1MPa, and the pouring is maintained for 20-30min;
the pouring pipe (13) is drawn out, the gap at the top of the sleeve (3) is sealed by a rubber plug, and after the C60 high-strength concrete is completely cured after the night, a pouring method anchoring structure of the anchor rod (6) is formed;
step five, tensioning and fastening the prestressed tendons:
sleeving a clamping piece II (15) and a single-hole anchorage device (16) on the positions of the prestressed tendons (5) near the smooth through holes on the two sides of the cylindrical pier (7) in advance, arranging tensioning equipment at the two ends of the prestressed tendons (5), wherein the tension is 300N, fixing the two ends of the prestressed tendons (5) by adopting a clamping piece I (9) and a sealing end nut I (10) after tensioning is finished, and sliding the lantern ring (11) into a counter bore corresponding to the top of the smooth through hole;
and then the single-hole anchorage device (16) is attached to the smooth through hole opening part of the cylindrical pier (7), and the clamping piece II (15) is knocked to ensure that the single-hole anchorage device (16) and the smooth through hole of the cylindrical pier (7) are sequentially tensioned, so that the two sides of the middle part of the prestressed tendon (5) are only fastened in the cylindrical pier (7), and the whole anchoring process is completed.
2. The anti-inclination anchoring method for the water bored pile for the main trestle construction according to claim 1, wherein the bored pile (1) is sunk to the junction of the sand layer and the rock layer through the retaining wall sleeve, and is drilled and reamed through the rock layer, and then a steel reinforcement cage is put to pour the formed cylindrical pile.
3. The method for anchoring the overwater bored pile to prevent inclination according to claim 1, wherein the prefabricated reinforcement (2) is formed by extending a reinforcement cage in the bored pile (1) out of a cast body.
4. The anti-inclination anchoring method for the water bored pile for main trestle construction according to claim 1, wherein the pier (7) is a reinforced concrete structure.
5. The anti-inclination anchoring method for the water bored pile for main trestle construction according to claim 1, characterized in that the top of the side wall of the sleeve (3) is provided with a notch for the pouring pipe (13) to pass through.
6. The anti-inclination anchoring method for the water bored pile for main trestle construction according to claim 1, wherein a branched iron nail is welded to the bottom end of the anchor rod (6) for reinforcing anchoring force.
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101629418A (en) * | 2009-08-03 | 2010-01-20 | 天津市建筑科学研究院 | Post-tensioned prestressing cast pile and construction method thereof |
| CN102979069A (en) * | 2012-12-13 | 2013-03-20 | 中铁上海工程局第二工程有限公司 | Bored pile platform construction method on covering-free steep bare rock in deepwater and rapid stream |
| CN104404869A (en) * | 2014-11-26 | 2015-03-11 | 天津港航工程有限公司 | Pile column type concrete hollow pile pier structure |
| CN104594372A (en) * | 2015-01-16 | 2015-05-06 | 上海市政工程设计研究总院（集团）有限公司 | Fan pile pier foundation and construction method thereof |
| CN108005094A (en) * | 2017-12-07 | 2018-05-08 | 中铁二十局集团第工程有限公司 | Pier and pier top beam section construction method in naked rock river bed water |
| CN108625365A (en) * | 2018-06-20 | 2018-10-09 | 湖南建工交通建设有限公司 | Improve prestress and cultivation stake composite structure and the construction method of steel trestle antidumping |
| CN111254918A (en) * | 2020-03-19 | 2020-06-09 | 浙江省大成建设集团有限公司 | Steel trestle steel pipe pile anchoring method reinforced by pile bottom anchor rod |
| CN113309132A (en) * | 2021-05-07 | 2021-08-27 | 中铁十一局集团第一工程有限公司 | Construction method based on steel trestle bridge anchoring pile |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760219A (en) * | 2017-02-23 | 2017-05-31 | 江苏景源万河环境科技有限公司 | A kind of reducing steel reinforcement cage and its enlarging anchor rod or pile foundation |
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- 2021-10-25 CN CN202111242344.XA patent/CN113897948B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101629418A (en) * | 2009-08-03 | 2010-01-20 | 天津市建筑科学研究院 | Post-tensioned prestressing cast pile and construction method thereof |
| CN102979069A (en) * | 2012-12-13 | 2013-03-20 | 中铁上海工程局第二工程有限公司 | Bored pile platform construction method on covering-free steep bare rock in deepwater and rapid stream |
| CN104404869A (en) * | 2014-11-26 | 2015-03-11 | 天津港航工程有限公司 | Pile column type concrete hollow pile pier structure |
| CN104594372A (en) * | 2015-01-16 | 2015-05-06 | 上海市政工程设计研究总院（集团）有限公司 | Fan pile pier foundation and construction method thereof |
| CN108005094A (en) * | 2017-12-07 | 2018-05-08 | 中铁二十局集团第工程有限公司 | Pier and pier top beam section construction method in naked rock river bed water |
| CN108625365A (en) * | 2018-06-20 | 2018-10-09 | 湖南建工交通建设有限公司 | Improve prestress and cultivation stake composite structure and the construction method of steel trestle antidumping |
| CN111254918A (en) * | 2020-03-19 | 2020-06-09 | 浙江省大成建设集团有限公司 | Steel trestle steel pipe pile anchoring method reinforced by pile bottom anchor rod |
| CN113309132A (en) * | 2021-05-07 | 2021-08-27 | 中铁十一局集团第一工程有限公司 | Construction method based on steel trestle bridge anchoring pile |
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| CN113897948A (en) | 2022-01-07 |
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