CN113668514A - Concrete pouring construction method for ultra-large-diameter rotary pile for preventing steel reinforcement cage floating cage - Google Patents
Concrete pouring construction method for ultra-large-diameter rotary pile for preventing steel reinforcement cage floating cage Download PDFInfo
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- CN113668514A CN113668514A CN202110882504.0A CN202110882504A CN113668514A CN 113668514 A CN113668514 A CN 113668514A CN 202110882504 A CN202110882504 A CN 202110882504A CN 113668514 A CN113668514 A CN 113668514A
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- reinforcement cage
- guide pipe
- steel reinforcement
- supporting
- pile
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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
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- 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
Abstract
The invention relates to the technical field of concrete pouring construction, and discloses a concrete pouring construction method for an ultra-large-diameter rotary excavating pile for preventing a steel reinforcement cage from floating, which comprises the following construction steps: 1) rotary digging pile hole, lowering reinforcing cage with reinforcing rib; 2) lowering the conduit provided with the supporting and blocking structure, and opening the supporting and blocking structure upwards to the limit position; 3) pouring concrete into the conduit, and observing the floating condition of the conduit; 4) lifting the guide pipe and swinging the supporting and blocking structure downwards. Through set up the strengthening rib on steel reinforcement cage, set up a retaining structure on the pipe, swing up to extreme position a retaining structure earlier, put into steel reinforcement cage to setting for the height to the pipe again, at this moment a retaining structure supports presses on steel reinforcement cage's strengthening rib, toward pouring concrete in the pipe, if steel reinforcement cage come-up, float the cage load and conduct through the strengthening rib and prop up and keep off structurally, because the pipe is from great and with a retaining structural connection, can be with the gravity of self through a retaining structure conduction for steel reinforcement cage, thereby will float the cage load balance and fall.
Description
Technical Field
The invention relates to the technical field of concrete pouring construction, in particular to a concrete pouring construction method for an ultra-large-diameter rotary excavating pile for preventing a steel reinforcement cage from floating.
Background
Along with the great improvement of the construction capacity of the rotary excavating equipment, the depth of the rotary excavating pile is gradually increased, and particularly in an area with large bedrock buried depth, the hole forming depth of the rotary excavating pile reaches 100 m. Therefore, with the continuous increase of the depth of the rotary excavating pile, new requirements are provided for the quality control of the concrete pouring process.
At the present stage, an inner support structure is commonly used in foundation pit support design, the rotary excavating pile needs to be constructed on the ground under the influence of the inner support structure, and a hollow pile section of 10-20m is generally existed in the construction process.
In the prior art, when the rotary excavating pile is constructed, hoisting of a steel reinforcement cage and concrete pouring are carried out on the ground. After the reinforcement cage is installed, the reinforcement cage is fixed on the steel casing by a hanging rib, and the hanging rib is generally made of round steel with the diameter of 10-16; when the pile is dug soon to super large bore when pouring concrete, adopt the pipe method, the concrete passes through the pipe and begins to rise around along the hole by the bottom in stake hole, and the steel reinforcement cage is receiving the impact force or the buoyancy effect that the concrete rises to act on, can take place the come-up phenomenon, and at this moment, because the diameter of hanging the muscle is very little, rigidity is very low, unable fixed steel reinforcement cage.
Because the empty pile section is longer, the cage floating phenomenon in the concrete pouring process is difficult to find, the main reinforcement of the reinforcement cage exceeds the designed pile top elevation to cause a series of quality problems, especially when the rotary excavating pile with the deeper empty pile section is constructed, the steel reinforcement cage floats upwards more obviously, and after the reinforcement cage floats, the reinforcement cage is displaced, the leaked reinforcement is overlong, and in severe cases, even waste piles are caused. Therefore, it is important to stabilize the reinforcement cage and then continue the subsequent concrete pouring.
Disclosure of Invention
The invention aims to provide a concrete pouring construction method for an ultra-large-diameter rotary excavating pile for preventing a steel reinforcement cage floating cage, and aims to solve the problem that the steel reinforcement cage floating cage exists when concrete is poured through a guide pipe in the prior art.
The invention discloses a concrete pouring construction method for an ultra-large-diameter rotary excavating pile for preventing a steel reinforcement cage floating cage, which is realized in the way, and comprises the following construction steps:
1) rotary excavating a pile hole by using a rotary drilling rig, burying a steel protection cylinder in the pile hole, and putting a reinforcement cage into the pile hole; the reinforcement cage comprises a plurality of main reinforcements and stirrups, the main reinforcements are sequentially arranged at intervals in a surrounding mode to form a surrounding area, and the stirrups are wound on the periphery of the surrounding area and are respectively connected with the main reinforcements; a plurality of straight strip-shaped reinforcing ribs are arranged in the enclosing region, the plurality of reinforcing ribs are sequentially butted end to form a penetrating region in an enclosing manner, and the end parts of the reinforcing ribs are welded with the main ribs;
2) a guide pipe is arranged in the pile hole, a supporting and blocking structure which swings up and down relative to the periphery of the guide pipe is arranged on the periphery of the guide pipe, and the supporting and blocking structure is arranged in a surrounding mode along the circumferential direction of the guide pipe; the inner end of the supporting and blocking structure is hinged, and a limiting structure for limiting the upward swinging limit position of the supporting and blocking structure is arranged on the supporting and blocking structure; before the guide pipe is put into the pile hole, the supporting and blocking structure is upwards opened to the limit position, and after the guide pipe is put to a set height, the supporting and blocking structure is pressed on the reinforcing rib from top to bottom;
3) pouring concrete into the guide pipe, if the guide pipe floats, adjusting the pouring speed of the concrete, and continuing pouring the concrete until the top of the concrete reaches a set elevation after the guide pipe is stable;
4) and lifting the guide pipe out of the pile hole from bottom to top, and swinging the supporting and blocking structure downwards when the supporting and blocking structure is lifted to the pouring platform.
Further, in the construction step 1), the reinforcing ribs are arranged in the horizontal direction.
Further, the supporting and blocking structure comprises a sleeve ring and a plurality of swinging rods, wherein the sleeve ring is detachably connected to the periphery of the conduit, the inner ends of the swinging rods are hinged to the sleeve ring, and the swinging rods are circumferentially arranged along the circumferential direction of the sleeve ring;
in the construction step 2), before the pile hole is lowered into the guide pipe, the sleeve ring is sleeved at the set position of the guide pipe, the swing rod swings upwards to the limit position, and after the guide pipe is lowered to the set height, the swing rod is pressed on the reinforcing rib from top to bottom.
Furthermore, a connecting seat is convexly arranged on the lantern ring, a pin shaft is arranged on the connecting seat, the inner end of the oscillating rod is hinged with the pin shaft, and the oscillating rod oscillates up and down by taking the pin shaft as an oscillating center; the limiting structure comprises a limiting plate arranged on the lantern ring, and the limiting plate is positioned above the inner end of the oscillating rod; in the construction step 2), after the oscillating rod swings upwards to the extreme position, the inner end of the oscillating rod is pressed against the bottom of the limiting plate from bottom to top, and the limiting plate limits the oscillating rod to be in a horizontal state.
Further, after the swinging rod swings upwards, the swinging rod is provided with a lower end face arranged downwards, and the lower end face of the swinging rod is upwards sunken to form a limiting groove;
and in the construction step 2), after the swinging rod is abutted against the reinforcing rib from top to bottom, the reinforcing rib is embedded into the limiting groove.
Furthermore, the limit groove is internally provided with two inner side walls which are oppositely arranged, and after the swinging rod swings upwards to a limit position, the inner side walls of the limit groove are longitudinally arranged; elastic strips are respectively arranged in the middle of the inner side wall of each limiting groove in a protruding mode, each limiting groove is provided with an upper space located above the corresponding elastic strip, and each limiting groove is provided with a lower space located below the corresponding elastic strip;
the side wall interval between the two inner side walls is larger than the diameter of the reinforcing rib, and the elastic interval between the two elastic strips is smaller than the diameter of the reinforcing rib;
in the construction step 2), when the limiting grooves are buckled on the reinforcing ribs from top to bottom, the reinforcing ribs penetrate through the lower space, extrude the elastic strips from bottom to top to be compressed and deformed, penetrate through the elastic intervals and are arranged in the upper space;
in the construction step 4), when the guide pipe is lifted upwards, the reinforcing ribs extrude the elastic strips from top to bottom to be compressed and deformed, the elastic strips penetrate through the elastic intervals, the elastic strips are separated from the limiting grooves downwards from the lower space, and meanwhile the reinforcing ribs drive the swinging rods to swing downwards.
Furthermore, two ends of the conduit are respectively provided with a connecting screw thread, the periphery of the conduit is provided with an annular bulge, and the annular bulge is arranged in a surrounding manner along the circumferential direction of the conduit; the outer diameter of the annular protrusion is larger than the diameter of the connecting screw thread and smaller than the inner diameter of the steel reinforcement cage, the annular protrusion is provided with an outer side face arranged outwards, and the outer side face is in an arc surface shape.
Further, in the construction step 1), a bending angle section is formed between the end parts of the adjacent reinforcing ribs, a horizontally arranged fixed reinforcing steel bar is arranged on the bending angle section, and two ends of the fixed reinforcing steel bar are respectively and correspondingly connected with the end parts of the adjacent reinforcing ribs; in the construction step 2), the annular bulge is arranged towards the fixed reinforcing steel bar in the process of guiding the pipe below the pile hole.
Furthermore, the lantern ring consists of two symmetrical semicircular rings, and the two semicircular rings are detachably connected and fixed on the guide pipe through fastening bolts.
Furthermore, the lower end of the main rib is provided with an insertion piece in a downward protruding mode, in the construction step 1), after the reinforcement cage is placed to the bottom of the pile hole, the reinforcement cage is hammered downwards until the insertion piece is inserted into the bottom of the pile hole.
Compared with the prior art, the concrete pouring construction method for the ultra-large-diameter rotary-digging pile for preventing the steel reinforcement cage floating cage is characterized in that the reinforcing rib is arranged on the inner side of the upper part of the steel reinforcement cage, the supporting and blocking structure capable of swinging up and down relative to the periphery of the guide pipe is arranged on the guide pipe, the reinforcing rib surrounds to form a penetrating area for the guide pipe to pass through, before the guide pipe is placed into the steel reinforcement cage, the supporting and blocking structure swings upwards, then the guide pipe is placed into the steel reinforcement cage to a set height from top to bottom, and the supporting and blocking structure is pressed on the reinforcing rib of the steel reinforcement cage from top to bottom; and then concrete is poured into the conduit, if the reinforcement cage floats upwards, the load of the floating cage is transmitted to the supporting and blocking structure through the reinforcing ribs, and the supporting and blocking structure is connected with the conduit, so that the characteristics of high rigidity and high self weight of the conduit can be utilized, the gravity of the conduit is transmitted to the reinforcement cage through the supporting and blocking structure, and the load of the floating cage is balanced. The device is detachable structure, and installation, use are simple and convenient, and easily operation can prevent effectively that the steel reinforcement cage that concrete placement in-process appears from floating the cage phenomenon, effectively guarantees pile foundation quality.
Drawings
FIG. 1 is a schematic diagram of construction steps of a concrete pouring construction method for an ultra-large-diameter rotary pile for preventing a steel reinforcement cage from floating;
FIG. 2 is a schematic view of the structure of the invention in which a conduit with a retaining structure is fitted to a reinforcement cage;
FIG. 3 is a schematic view of a retaining structure provided in accordance with the present invention mounted on a catheter;
FIG. 4 is a schematic top view of the retaining structure of the present invention pressed against a reinforcement cage;
FIG. 5 is a schematic view of the present invention after the swinging member swings upward;
FIG. 6 is a schematic view of the present invention after the swinging member swings downward;
FIG. 7 is a cross-sectional view of the limiting groove and the elastic strip provided by the present invention;
FIG. 8 is a schematic view of the configuration of the annular projection on the catheter provided by the present invention;
FIG. 9 is a schematic perspective view of a lower end insert for a king wire according to the present invention;
fig. 10 is a schematic view of the structure of the annular protrusion at the lower end of the conduit provided by the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-10, preferred embodiments of the present invention are provided.
The concrete pouring construction method for the ultra-large-diameter rotary excavating pile for preventing the steel reinforcement cage floating cage comprises the following construction steps:
1) rotary excavating the pile hole by using a rotary drilling rig, burying a steel pile casing in the pile hole, and putting the reinforcement cage 100 into the pile hole; the reinforcement cage 100 comprises a plurality of main reinforcements 101 and stirrups 102, the main reinforcements 101 are sequentially arranged at intervals in a surrounding mode to form a surrounding area, and the stirrups 102 are wound on the periphery of the surrounding area and are respectively connected with the main reinforcements 101; a plurality of straight strip-shaped reinforcing ribs 103 are arranged in the enclosing region, the plurality of reinforcing ribs 103 are sequentially butted end to form a penetrating region for the guide pipe 200 to pass through in an enclosing manner, and the end parts of the reinforcing ribs 103 are welded with the main ribs 101;
2) the guide pipe 200 is put into the pile hole, a supporting and blocking structure is arranged on the periphery of the guide pipe 200, the supporting and blocking structure swings up and down relative to the periphery of the guide pipe 200, and the supporting and blocking structure is arranged in a surrounding mode along the circumferential direction of the guide pipe 200; the inner end of the supporting and blocking structure is hinged, and the supporting and blocking structure is provided with a limiting structure for limiting the supporting and blocking structure to swing upwards to a limiting position; before the guide pipe 200 is put into the pile hole, the supporting and blocking structure is upwards opened to the limit position, and after the guide pipe 200 is put down to the set height, the supporting and blocking structure is pressed on the reinforcing rib 103 from top to bottom;
3) pouring concrete into the guide pipe 200, if the guide pipe 200 floats, adjusting the pouring speed of the concrete until the guide pipe 200 is stable, and then continuing pouring the concrete until the top of the concrete reaches a set elevation;
4) the guide tube 200 is lifted out of the pile hole from bottom to top, and the retaining structure is swung down when lifted to the pouring platform.
Through the steps, the reinforcing ribs 103 are arranged at the upper part of the reinforcement cage 100, the supporting and blocking structure capable of swinging up and down relative to the periphery of the guide pipe 200 is arranged on the guide pipe 200, the reinforcing ribs 103 are enclosed to form a penetrating area for the guide pipe 200 to penetrate through, before the guide pipe 200 is placed into the reinforcement cage 100, the supporting and blocking structure swings upwards, then the guide pipe 200 is placed into the reinforcement cage 100 from top to bottom to a set height, and at the moment, the supporting and blocking structure is pressed against the reinforcing ribs 103 of the reinforcement cage 100 from top to bottom, and the position of the supporting and blocking structure swinging upwards is limited due to the limiting structure arranged on the supporting and blocking structure; and then concrete is poured into the guide pipe 200, if the reinforcement cage 100 floats, the load of the floating cage is transmitted to the supporting and blocking structure through the reinforcing ribs 103, and the supporting and blocking structure is connected with the guide pipe 200, so that the characteristics of high rigidity and high self weight of the guide pipe 200 can be utilized, the gravity of the guide pipe 200 is transmitted to the reinforcement cage 100 through the supporting and blocking structure, and the load of the floating cage is balanced. The device is detachable structure, and installation, use are simple and convenient, and easily operation can effectively prevent that steel reinforcement cage 100 that concrete placement in-process appears from floating the cage phenomenon, effectively guarantees pile foundation quality.
In the construction step 1), the reinforcing ribs 103 are arranged in the horizontal direction, so that when the supporting and blocking structure abuts against the reinforcing ribs 103, the supporting and blocking structure cannot slide randomly to cause unbalanced stress on the reinforcement cage 100.
The supporting and stopping structure comprises a collar 301 and a plurality of swinging rods 302, the collar 301 is detachably connected to the periphery of the catheter 200, the swinging rods 302 are circumferentially arranged along the circumference of the collar 301, and the inner ends of the swinging rods 302 are hinged to the collar 301;
in the construction step 2), before the pile hole is placed in the guide pipe 200, the lantern ring 301 is sleeved at the set position of the guide pipe 200, the swing rod 302 swings upwards to the limit position, after the guide pipe 200 is placed to the set height, the swing rod 302 presses against the reinforcing ribs 103 from top to bottom, so that the swing rod 302 can rotate by taking the lantern ring 301 as the center, before the guide pipe 200 is placed, the swing rod 302 swings upwards, along with the gradual placement of the guide pipe 200, the swing rod 302 can naturally abut against the reinforcing ribs 103, the swing rods 302 can abut against the reinforcing ribs 103 respectively, and the reinforcement cage 100 is stressed in a balanced manner.
A connecting seat 303 is convexly arranged on the lantern ring 301, a pin 304 is arranged on the connecting seat 303, the inner end of the swinging rod 302 is hinged with the pin 304, and the swinging rod 302 swings up and down by taking the pin 304 as a swinging center; the limiting structure comprises a limiting plate 305 arranged on the collar 301 and used for limiting the upward swinging position of the swinging rod 302, and the limiting plate 305 is positioned above the inner end of the swinging rod 302; in the construction step 2), after the oscillating rod 302 oscillates upwards to the extreme position, the inner end of the oscillating rod 302 is pressed against the bottom of the limit plate 305 from bottom to top, and the limit plate 305 limits the oscillating rod 302 to be in a horizontal state;
the limiting plate 305 limits the swinging rod 302 to swing upwards to a horizontal position, so that the swinging rod 302 cannot swing upwards continuously, the abutting area of the swinging rod 302 and the reinforcing rib 103 is larger, the stress action is more balanced, and if the reinforcement cage 100 floats, the floating space of the reinforcement cage 100 is indirectly limited.
When the swing lever 302 swings upward, the swing lever 302 has a lower end surface disposed downward, and the lower end surface of the swing lever 302 is recessed upward to form a stopper groove;
construction step 2), after the oscillating rod 302 is abutted against the reinforcing rib 103 from top to bottom, the reinforcing rib 103 is embedded in the limiting groove; in this way, the swing rod 302 and the reinforcing rib 103 are connected more tightly, and cannot be displaced along with the movement of the reinforcement cage 100 or the guide pipe 200, so that the anti-floating cage effect is not influenced.
The limit groove is internally provided with two inner side walls which are oppositely arranged, and after the swing rod 302 swings upwards to a limit position, the inner side walls of the limit groove are longitudinally arranged; elastic strips 401 are respectively convexly arranged in the middle of the inner side walls of the limiting grooves, the limiting grooves are provided with upper spaces 402 above the elastic strips 401, and the limiting grooves are provided with lower spaces 403 below the elastic strips 401;
the sidewall spacing between the two inner sidewalls is greater than the diameter of the stiffener 103, preferably just enough to accommodate the stiffener 103, and the elastic spacing between the two elastic strips 401 is less than the diameter of the stiffener 103;
in the construction step 2), when the limiting groove is buckled on the reinforcing rib 103 from top to bottom, the reinforcing rib 103 penetrates through the lower space 403 below the elastic strip 401, extrudes the elastic strip 401 from bottom to top to be compressed and deformed, penetrates through the elastic interval and is then arranged in the upper space 402;
in the construction step 4), when the guide pipe 200 is lifted upwards, the reinforcing ribs 103 press the elastic strips 401 from top to bottom to be compressed and deformed, the elastic strips penetrate through the elastic intervals, then the elastic strips are separated from the limiting grooves downwards from the lower space 403, and meanwhile the reinforcing ribs 103 drive the swing rods 302 to swing downwards.
Thus, when the reinforcing ribs 103 are positioned in the upper space 402 above the elastic strips 401, the elastic strips 401 can limit the reinforcing ribs 103 in the upper space 402 due to the elastic interval between the elastic strips 401 being smaller than the diameter of the reinforcing ribs 103, and the reinforcing ribs 103 are prevented from being separated from the limiting grooves due to the movement of the guide tube 200 or the reinforcement cage 100; when the guide pipe 200 is lifted upwards, the supporting and blocking structure moves upwards along with the guide pipe 200, the reinforcing rib 103 is gradually separated from the swinging rod 302, and in the process that the reinforcing rib 103 downwards extrudes the elastic strip 401, downward pulling force is generated on the swinging rod 302, so that the swinging rod 302 swings downwards, the swinging rod 302 does not need to be manually closed, and the swinging rod 302 is prevented from being damaged by collision in the lifting process of the guide pipe 200.
The two ends of the conduit 200 are respectively provided with a connecting screw thread 201, the periphery of the conduit 200 is provided with an annular bulge 202, and the annular bulge 202 is arranged around the circumferential direction of the conduit 200; the outer diameter of the annular protrusion 202 is larger than the diameter of the connecting screw thread 201 and smaller than the inner diameter of the reinforcement cage 100, the annular protrusion 202 has an outer side surface arranged outwards, and the outer side surface is arc-surface-shaped.
Thus, when the guide tube 200 is placed into the reinforcement cage 100 from top to bottom, since the outer diameter of the annular protrusion 202 is larger than the diameter of the connecting screw threads 201 at the two ends of the guide tube 200, when the central axis of the guide tube 200 deviates from the central axis of the pile hole, the annular protrusion 202 contacts with the reinforcement cage 100 in advance, the connecting screw threads 201 at the two ends of the guide tube 200 can be effectively prevented from contacting with the reinforcement cage 100, the connecting screw threads 201 are prevented from being scratched with the reinforcement cage 100, and the guide tube 200 and the reinforcement cage 100 are prevented from being clamped.
In the step 1), two bending sections are formed at the head-tail connection part of the reinforcing rib 103, and the two bending sections are butted to form a bending angle; a reinforcing fixed steel bar 104 which is horizontally arranged and is opposite to the bending angle is arranged between the two bending sections, and two ends of the reinforcing fixed steel bar 104 are respectively and correspondingly fixedly connected with the two bending sections; in the construction step 1), a bending angle section is formed between the end parts of the adjacent reinforcing ribs 103, a horizontally arranged fixed steel bar 104 is arranged on the bending angle section, and two ends of the fixed steel bar 104 are respectively connected with the end parts of the adjacent reinforcing ribs 103 correspondingly; in the construction step 2), the annular protrusion 202 is arranged toward the fixing steel bar 104 during the process of lowering the guide pipe 200 into the pile hole, so that the stability of the reinforcing bar 103 can be increased.
The lantern ring 301 is a circular ring structure concentric with the catheter 200, the lantern ring 301 is composed of two symmetrical semicircular rings, the two semicircular rings are detachably connected and fixed on the catheter through fastening bolts 306, and therefore disassembly and assembly are convenient.
The lower extreme of main muscle 101 is protruding to be equipped with the insert downwards, and in construction step 1), after steel reinforcement cage 100 transferred to the bottom in stake hole, hammer down steel reinforcement cage 100, utilize earth to the pressure down of insert until the bottom in insert stake hole, can fix steel reinforcement cage 100, prevent steel reinforcement cage 100 come-up when pouring the concrete.
The insert is a cone with a downward pointed end 601, the bottom surface 602 of the cone is connected with the lower end of the main rib 101, and the diameter of the bottom surface 602 of the cone is larger than that of the main rib 101; this is convenient for squeeze the cone into the ground, fixes steel reinforcement cage 100, and the earth above cone bottom surface 602 produces decurrent pressure to the cone simultaneously, can balance the partial buoyancy that steel reinforcement cage 100 received.
The outer end of the elastic strip 401 is provided with an upward inclined section which is obliquely arranged away from the inner side wall along the direction from top to bottom of the inner side wall of the limiting groove; the outer end of the elastic strip 401 is provided with a downward inclined section which is inclined towards the inner side wall along the direction from top to bottom of the inner side wall of the limiting groove; in this way, after the reinforcing ribs 103 shuttle and squeeze the elastic strip 401 in the upper space and the lower space, the elastic strip 401 can be quickly reset.
In the step 1), before the reinforcement cage 100 is placed downwards, a plurality of straight stiffening hoops are arranged on the inner side of the lower end of the reinforcement cage 100, the stiffening hoops are sequentially in end-to-end enclosure joint to form a limiting ring for the guide pipe 200 to pass through, and the end parts of the stiffening hoops are welded with the main rib 101;
in step 2), before the guide tube 200 is placed downwards, annular protrusions are arranged at the lower end of the guide tube 200 at intervals along the circumferential direction of the guide tube 200, and the outer diameter of each annular protrusion is larger than the diameter of the limiting ring and smaller than the inner diameter of the reinforcement cage 100; the inner end of the annular protrusion is connected to the conduit 200, the outer end of the annular protrusion extends away from the conduit 200, and when the conduit 200 is placed into the reinforcement cage 100 from top to bottom to a set elevation, the lower end surface 501 of the annular protrusion abuts against the stiffening hoop.
When concrete is poured into the guide pipe 200, if the reinforcement cage 100 floats, the load of the floating cage is transmitted to the annular protrusion through the stiffening hoop, and the annular protrusion is connected with the guide pipe 200, so that the gravity of the guide pipe 200 is transmitted to the reinforcement cage 100 through the annular protrusion by utilizing the characteristics of high rigidity and high self weight of the guide pipe 200, the load of the floating cage is balanced, and the effect of resisting the floating cage is further enhanced.
The annular protrusion is provided with an upper inclined section 502 which is arranged outwards, the upper inclined section 502 is a smooth inclined plane, the protruding length of the upper inclined section is gradually reduced along the direction from bottom to top of the conduit 200, and the joint of the upper inclined section 502 and the lower end surface 501 is in a smooth arc shape; therefore, the annular protrusion and the reinforcement cage 100 can be prevented from being scratched and buckled in the downward and upward processes of the guide pipe 200; meanwhile, in the lifting process of the guide pipe 200, due to the guiding effect of the smooth inclined surface of the upper inclined section of the annular protrusion, the resistance of the concrete annular protrusion can be reduced, and the guide pipe 200 is convenient to lift.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage is characterized by comprising the following construction steps of:
1) rotary excavating a pile hole by using a rotary drilling rig, burying a steel protection cylinder in the pile hole, and putting a reinforcement cage into the pile hole; the reinforcement cage comprises a plurality of main reinforcements and stirrups, the main reinforcements are sequentially arranged at intervals in a surrounding mode to form a surrounding area, and the stirrups are wound on the periphery of the surrounding area and are respectively connected with the main reinforcements; a plurality of straight strip-shaped reinforcing ribs are arranged in the enclosing region, the plurality of reinforcing ribs are sequentially butted end to form a penetrating region in an enclosing manner, and the end parts of the reinforcing ribs are welded with the main ribs;
2) a guide pipe is arranged in the pile hole, a supporting and blocking structure which swings up and down relative to the periphery of the guide pipe is arranged on the periphery of the guide pipe, and the supporting and blocking structure is arranged in a surrounding mode along the circumferential direction of the guide pipe; the inner end of the supporting and blocking structure is hinged, and a limiting structure for limiting the upward swinging limit position of the supporting and blocking structure is arranged on the supporting and blocking structure; before the guide pipe is put into the pile hole, the supporting and blocking structure is upwards opened to the limit position, and after the guide pipe is put to a set height, the supporting and blocking structure is pressed on the reinforcing rib from top to bottom;
3) pouring concrete into the guide pipe, if the guide pipe floats, adjusting the pouring speed of the concrete, and continuing pouring the concrete until the top of the concrete reaches a set elevation after the guide pipe is stable;
4) and lifting the guide pipe out of the pile hole from bottom to top, and swinging the supporting and blocking structure downwards when the supporting and blocking structure is lifted to the pouring platform.
2. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 1, wherein in the construction step 1), the reinforcing ribs are arranged in the horizontal direction.
3. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 1 or 2, wherein the retaining structure comprises a sleeve ring detachably connected to the periphery of the guide pipe and a plurality of swinging rods, the inner ends of the swinging rods are hinged to the sleeve ring, and the swinging rods are circumferentially arranged along the circumferential direction of the sleeve ring;
in the construction step 2), before the pile hole is lowered into the guide pipe, the sleeve ring is sleeved at the set position of the guide pipe, the swing rod swings upwards to the limit position, and after the guide pipe is lowered to the set height, the swing rod is pressed on the reinforcing rib from top to bottom.
4. The concrete pouring construction method for the ultra-large-diameter rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 3, wherein a connecting seat is convexly arranged on the lantern ring, a pin shaft is arranged on the connecting seat, the inner end of the swinging rod is hinged with the pin shaft, and the swinging rod swings up and down by taking the pin shaft as a swinging center; the limiting structure comprises a limiting plate arranged on the lantern ring, and the limiting plate is positioned above the inner end of the oscillating rod; in the construction step 2), after the oscillating rod swings upwards to the extreme position, the inner end of the oscillating rod is pressed against the bottom of the limiting plate from bottom to top, and the limiting plate limits the oscillating rod to be in a horizontal state.
5. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 3, wherein after the swing rod swings upwards, the swing rod is provided with a lower end face arranged downwards, and the lower end face of the swing rod is recessed upwards to form a limiting groove;
and in the construction step 2), after the swinging rod is abutted against the reinforcing rib from top to bottom, the reinforcing rib is embedded into the limiting groove.
6. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 5, wherein the limiting groove is internally provided with two inner side walls which are oppositely arranged, and after the swinging rod swings upwards to a limit position, the inner side walls of the limiting groove are longitudinally arranged; elastic strips are respectively arranged in the middle of the inner side wall of each limiting groove in a protruding mode, each limiting groove is provided with an upper space located above the corresponding elastic strip, and each limiting groove is provided with a lower space located below the corresponding elastic strip;
the side wall interval between the two inner side walls is larger than the diameter of the reinforcing rib, and the elastic interval between the two elastic strips is smaller than the diameter of the reinforcing rib;
in the construction step 2), when the limiting grooves are buckled on the reinforcing ribs from top to bottom, the reinforcing ribs penetrate through the lower space, extrude the elastic strips from bottom to top to be compressed and deformed, penetrate through the elastic intervals and are arranged in the upper space;
in the construction step 4), when the guide pipe is lifted upwards, the reinforcing ribs extrude the elastic strips from top to bottom to be compressed and deformed, the elastic strips penetrate through the elastic intervals, the elastic strips are separated from the limiting grooves downwards from the lower space, and meanwhile the reinforcing ribs drive the swinging rods to swing downwards.
7. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 1 or 2, characterized in that two ends of the guide pipe are respectively provided with a connecting screw thread, the periphery of the guide pipe is provided with an annular bulge, and the annular bulge is arranged in a surrounding manner along the circumferential direction of the guide pipe; the outer diameter of the annular protrusion is larger than the diameter of the connecting screw thread and smaller than the inner diameter of the steel reinforcement cage, the annular protrusion is provided with an outer side face arranged outwards, and the outer side face is in an arc surface shape.
8. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 1 or 2, characterized in that in the construction step 1), a bent angle section is formed between the end parts of the adjacent reinforcing ribs, a horizontally arranged fixed steel bar is arranged on the bent angle section, and two ends of the fixed steel bar are respectively and correspondingly connected with the end parts of the adjacent reinforcing ribs; in the construction step 2), the annular bulge is arranged towards the fixed reinforcing steel bar in the process of guiding the pipe below the pile hole.
9. The concrete pouring construction method for the ultra-large-caliber rotary excavating pile for preventing the steel reinforcement cage floating cage according to claim 3, wherein the lantern ring is composed of two symmetrical semicircular rings, and the two semicircular rings are detachably connected and fixed on the guide pipe through fastening bolts.
10. The concrete pouring construction method for the ultra-large-diameter rotary excavating pile for preventing the steel reinforcement cage from floating is characterized in that the lower end of the main reinforcement is provided with an insert in a downward protruding mode, and in the construction step 1), after the steel reinforcement cage is lowered to the bottom of the pile hole, the steel reinforcement cage is hammered downwards until the insert is inserted into the bottom of the pile hole.
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