CN109610455B - Pile head breaking method for cast-in-place pile - Google Patents
Pile head breaking method for cast-in-place pile Download PDFInfo
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- CN109610455B CN109610455B CN201910081229.5A CN201910081229A CN109610455B CN 109610455 B CN109610455 B CN 109610455B CN 201910081229 A CN201910081229 A CN 201910081229A CN 109610455 B CN109610455 B CN 109610455B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
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Abstract
The invention discloses a pile head breaking method for a cast-in-place pile, which comprises the steps of installing a concrete isolation layer and a pile head lifting piece when a reinforcement cage is manufactured; hoisting the reinforcement cage in place and pouring concrete of the pile body; pulling out the PVC pipe 30-60 min after the initial setting of the concrete; excavating a foundation pit outside the assembly body; separating and hoisting the pile head; and recovering the flexible sleeve and the two-claw metal anchor. The method has the advantages of convenience and quickness, the damage and deformation of the main rib can be effectively avoided in the pile head breaking process, the PVC pipe, the flexible hose and the lifting device can be repeatedly used, the pile head breaking cost is effectively reduced, and the method is suitable for breaking various types of cast-in-place pile heads.
Description
Technical Field
The invention relates to the field of concrete construction, in particular to a method for breaking a pile head of a cast-in-place pile.
Background
The cast-in-place pile has the advantages of no vibration and no soil extrusion during construction, and is widely applied to civil engineering construction in dense urban building areas. The technical specification of the building pile foundation (JGJ 94-2008) stipulates that when a cast-in-place pile is poured, the elevation of the top of the cast-in-place pile is 0.5-1.0 m higher than the elevation of the designed top of the pile so as to ensure the concrete strength of the pile head, but the part of the pile head higher than the designed elevation of the top of the pile must be chiseled off during the subsequent working procedure. Therefore, pile head breaking is becoming an important control project in cast-in-place pile construction.
The pile head breaking method of the cast-in-place pile mainly comprises two types of manual breaking and mechanical breaking. The manual breaking difficulty is high, time and labor are wasted, and the deformation and damage of the cast-in-place pile steel bar are easily caused; the mechanical pile head breaking efficiency is high, but the mechanical pile head breaking efficiency is high in disturbance on concrete of a cast-in-place pile body, and deformation and damage of cast-in-place pile steel bars are easily caused. In recent years, the technology of presetting lifting pieces, presetting PVC pipes on main reinforcements and new pile cutting is developed and applied to a certain extent, but still has a plurality of problems. Such as the damage and deformation of the steel bar in the pile head breaking process, the disposable consumption of the preset part and the like. To date, the pile head breaking problem has not been well solved.
Disclosure of Invention
The invention aims to overcome the defects of complex pile head removing process, high cost, adverse effect of pile head removing on main ribs and the like of the existing cast-in-place pile, and provides a pile head removing method of the cast-in-place pile, which is simple, convenient, quick and low in cost, and basically has no effect on the main ribs in the pile head removing process.
The purpose of the invention is realized by the following technical scheme.
A pile head breaking method for a cast-in-place pile comprises the following steps:
1) installing a concrete isolation layer: manufacturing a steel reinforcement cage, respectively sleeving a flexible sleeve on each steel reinforcement cage main reinforcement above the designed elevation of the pile top, and sleeving a PVC pipe on the outer side of the flexible sleeve;
2) hoisting and installing a reinforcement cage;
3) 3 two-claw metal anchors are distributed and preset in a triangular manner at a position 5-15 cm above the designed elevation of the pile top, and lifting steel wire ropes with equal length are respectively fastened to pin holes at the upper ends of 3 two-claw metal anchor stems;
4) pouring pile body concrete;
5) pulling out the PVC pipe on the main reinforcement within 30-60 minutes after the initial setting of the concrete;
6) excavating a foundation pit at the periphery of the pile body when the cast-in-place pile concrete reaches the specified strength;
7) designing a section of a pile body of the cast-in-place pile, and separating a pile head by adopting a wedge;
8) hoisting the pile head: after the hoisting steel wire rope is hung, hoisting the pile head by using a winch or a crane, and integrally hoisting the pile head concrete out of a foundation pit at the periphery of the pile body;
9) the flexible sleeve is separated from the main rib;
10) and recovering the two-claw metal anchor, so as to complete the pile head breaking process of the cast-in-place pile.
With respect to the above technical solutions, the present invention has a further preferable solution:
preferably, the flexible sleeve is a PVC plastic hose, and the diameter of the flexible sleeve is 1-3 mm larger than that of the main reinforcement of the steel reinforcement cage; the lower end of the flexible sleeve is 10-15 cm above the designed elevation of the pile top; the upper end of the flexible sleeve is lower than the lower end of the pile head main rib by 3-5 cm.
Preferably, the flexible sleeve is sleeved at the designed position of the main rib, and then the two ends of the flexible sleeve are bound and fixed by adopting binding wires.
Preferably, the diameter of the PVC pipe is larger than the diameter of the flexible sleeve by 3-5 mm, the lower end position of the PVC pipe is 5 cm-10 cm above the designed elevation of the pile top, and the upper end of the PVC pipe is 3-5 cm higher than the upper end of a main reinforcement of the pile head.
Preferably, after the PVC pipe is sleeved on the flexible sleeve according to the designed position, the holes between the two ends of the PVC pipe and the main rib are all filled and fixed by adopting polyurethane caulking agent.
Preferably, the outer side surfaces of the flexible sleeve and the PVC pipe are both coated with oil.
Preferably, the overall curvature of the anchor claw arm and the anchor claw of the two-claw metal anchor is 1/120-1/60 cm-1The size of the anchor jaw arm and the anchor jaw is preferably not to touch the PVC pipe on the main rib.
Preferably, the 3 two-claw metal anchors are located at the radial positions of the pile body with the center of the section of the pile body facing outwards 1/3-2/3 and distributed at an included angle of 120 degrees.
Preferably, the lengths of the hoisting steel wire ropes are equal and are 3-5 times of the length of the pile head; the diameter of the hoisting steel wire rope is 10-15 mm.
The invention has the advantages that:
(1) the pile head breaking method of the cast-in-place pile basically does not affect the original pile body construction process, and has the advantages of convenience and quickness.
(2) Three steel brazes are chiseled in simultaneously, so that the pile head can be ensured not to touch the main reinforcement basically when being separated, and the damage and the deformation of the main reinforcement are avoided; similarly, the three hoisting steel wire ropes are equal in length, so that the pile head can be guaranteed to be vertically hoisted upwards during hoisting, and the influence of the pile head on the main reinforcement is reduced to the maximum extent.
(3) The PVC pipe is pulled out after the concrete is initially set, and can be recycled; the pile head basically cannot touch the main reinforcement when being separated and lifted, so that the plastic hose on the main reinforcement can be reused; the two-claw metal anchor is close to the lower surface of the pile head, the pile head is placed on the side after being lifted and separated, and the two-claw metal anchor can be taken out easily and can be recycled.
Drawings
FIG. 1 is a block flow diagram of the steps performed by the present invention;
FIG. 2 is a schematic structural view of the present invention;
FIG. 3 is a schematic view of a two-jaw metal anchor according to the present invention;
fig. 4 is a schematic view of the pile head concrete isolation layer of the present invention.
The reference numerals include: 1. two-jaw metal anchors; 2. hoisting a steel wire rope; 3. a main rib; 4. anchoring; 5. anchoring crown; 6. a fluke arm; 7. a fluke; 8. a pin hole; 9. a flexible sleeve; 10. PVC pipe.
Detailed Description
The invention is further explained below with reference to the drawings and the embodiments.
As shown in fig. 1, the method for breaking the pile head of the cast-in-place pile comprises the following steps:
1) construction preparation: the two-claw metal anchor 1, the hoisting steel wire rope 2, the flexible sleeve 9, the PVC pipe 10, the plastic foam and spraying equipment thereof, the binding wires and other raw materials are completely prepared, and the reinforcement cage is manufactured according to the requirements of specifications and design drawings.
2) Installing a concrete isolation layer: manufacturing a steel reinforcement cage, as shown in figure 2, sleeving a flexible sleeve (PVC plastic hose) 9 with the diameter slightly larger than the diameter of a main reinforcement 1-3 mm on each steel reinforcement cage main reinforcement 3 above the designed elevation of the pile top respectively, wherein the lower end of the PVC plastic hose 9 is 5-10 cm above the designed elevation of the pile top, the upper end of the PVC pipe is 3-5 cm higher than the upper end of the pile head main reinforcement, binding and fixing two ends of the PVC plastic hose 9 on the main reinforcement by adopting binding wires, and coating oil on the outer side surface of the PVC plastic hose 9.
In one embodiment, the diameter of the PVC plastic hose 9 is slightly larger than the diameter of the main rib by 2mm, and the lower end position of the PVC plastic hose 9 is 10cm above the designed elevation of the pile top.
As shown in figure 4, a smooth PVC pipe 10 with the diameter slightly larger than the diameter 4mm of the main reinforcement PVC plastic hose 9 is sleeved on the outer side of the flexible sleeve, the lower end of the PVC pipe 10 is 5 cm-10 cm above the designed elevation of the pile top, and the upper end of the PVC pipe 10 is 3 cm-5 cm higher than the upper end of the pile head main reinforcement 3. In one embodiment, the lower end of the PVC pipe 10 is 6cm above the designed elevation of the pile top, and the upper end of the PVC pipe is 4cm above the upper end of the pile head main reinforcement 3. The holes between the two ends of the PVC pipe 10 and the main reinforcement 3 are all filled and fixed by adopting polyurethane caulking agent, and the outer side surface of the PVC pipe 10 is coated with oil.
3) Presetting a pile head lifting piece: 3 two-claw metal anchors 1 are distributed and preset at the position 10cm above the designed elevation of the pile top according to a triangle, and the two-claw metal anchors 1 are located at the radial positions of the pile body, outwards from 1/3-2/3, of the circle center of the section of the pile body and are distributed annularly at an included angle of 120 degrees.
As shown in fig. 3, the two-fluke metal anchor 1 comprises a metal anchor shank 4, a crown 5 located below the metal anchor shank 4, fluke arms 6 and flukes 7 at both ends of the crown 5, and a pin hole 8 provided above the metal anchor shank 4. The total length of the anchor fluke arms 6 and the anchor flukes 7 is 1.8 times of the distance between the main ribs, and the integral curvature of the anchor fluke arms 6 and the anchor flukes 7 is 1/100cm-1. The length of the hoisting steel wire rope 2 is 4 times of the length of the pile head, the diameter of the hoisting steel wire rope is 12mm, the safe hoisting weight of the hoisting steel wire rope 2 is 2.5 times of the weight of the pile head, and one end of the steel wire rope 2 is fastened to a pin hole 8 at the upper end of the metal anchor rod.
4) Hoisting and installing the reinforcement cage in place: the steel reinforcement cage is hoisted and placed, the steel reinforcement cage is hoisted and placed to ensure that the steel reinforcement cage does not deform, and a concrete isolation layer, a preset two-claw metal anchor 1, a hoisting steel wire rope 2 and the like are not damaged;
5) pouring pile body concrete: and (3) continuously pouring pile body concrete according to the standard requirements, wherein the concrete isolation layer, the two-claw metal anchor 1, the hoisting steel wire rope 2 and the like are prevented from being damaged in the concrete pouring process.
6) Pulling out the PVC pipe 10: slowly pulling out the PVC pipe 10 sleeved on the outer side of the PVC plastic hose 9 30-60 min after the initial setting of the pile body concrete; in one embodiment, the PVC pipe 10 is slowly pulled out 45min after the initial setting of the pile concrete.
7) Excavating a foundation pit outside the pile body: and excavating a foundation pit at the periphery of the pile body when the cast-in-place pile concrete reaches the specified strength.
8) Separating the pile head: at bored concrete pile body design cross-section, adopt 120 degrees contained angle evenly distributed in the annular 3 wedges of pile body separation pile head, 3 wedges chisel simultaneously into when separating the pile head.
9) Hoisting the pile head: after hanging three equal-length hoisting steel wire ropes 2, hoisting the pile head by using a winch or a crane, and integrally transferring the pile head concrete out of the foundation pit at the periphery of the pile body.
10) Separating from the PVC plastic hose 9 on the main rib: the binding wires are removed, and the PVC plastic hose 9 on the main rib is separated.
11) And (3) recovering the two-claw metal anchor 1: the pile head is placed on the side, and the steel drill is adopted to separate the two-claw metal anchor 1.
The pile head breaking method of the cast-in-place pile can avoid the damage and deformation of the reinforcing steel bars, basically has no influence on the main reinforcing steel bars in the pile head breaking process, can repeatedly utilize the PVC pipe, the flexible hose and the preset part, and is a simple, convenient, quick and low-cost pile head breaking method of the cast-in-place pile.
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 changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention.
Claims (9)
1. A pile head breaking method for a cast-in-place pile is characterized by comprising the following steps:
1) installing a concrete isolation layer: manufacturing a steel reinforcement cage, respectively sleeving a flexible sleeve on each steel reinforcement cage main reinforcement above the designed elevation of the pile top, and sleeving a PVC pipe on the outer side of the flexible sleeve;
after the PVC pipe is sleeved on the flexible sleeve according to the designed position, the holes between the two ends of the PVC pipe and the main reinforcement are all filled and fixed by adopting a polyurethane joint mixture;
2) hoisting and installing the reinforcement cage in place;
3) 3 two-claw metal anchors are distributed and preset in a triangular manner at a position 5-15 cm above the designed elevation of the pile top, and lifting steel wire ropes with equal length are respectively fastened to pin holes at the upper ends of 3 two-claw metal anchor stems;
4) pouring pile body concrete;
5) pulling out the PVC pipe on the main reinforcement within 30-60 min after the initial setting of the concrete;
6) excavating a foundation pit at the periphery of the pile body when the cast-in-place pile concrete reaches the specified strength;
7) designing a section of a pile body of the cast-in-place pile, and separating a pile head by adopting a wedge;
8) hoisting the pile head: after the hoisting steel wire rope is hung, hoisting the pile head by using a winch or a crane, and integrally hoisting the pile head concrete out of a foundation pit at the periphery of the pile body;
9) the flexible sleeve is separated from the main rib;
10) and recovering the two-claw metal anchor, so as to complete the pile head breaking process of the cast-in-place pile.
2. The pile head breaking method for the cast-in-place pile as claimed in claim 1, wherein the flexible sleeve is a PVC plastic hose, and the diameter of the flexible sleeve is 1-3 mm larger than the diameter of the main reinforcement of the reinforcement cage; the lower end of the flexible sleeve is 10-15 cm above the designed elevation of the pile top; the upper end of the flexible sleeve is lower than the lower end of the pile head main rib by 3-5 cm.
3. The pile head breaking method of the cast-in-place pile of claim 1, wherein the flexible sleeve is sleeved at the designed position of the main reinforcement and then the two ends are bound and fixed by binding wires.
4. The pile head breaking method for the cast-in-place pile as claimed in claim 1, wherein the diameter of the PVC pipe is 3-5 mm larger than that of the flexible sleeve; the lower end of the PVC pipe is 5 cm-10 cm above the designed elevation of the pile top, and the upper end of the PVC pipe is 3 cm-5 cm higher than the upper end of the main reinforcement of the pile head.
5. The pile head breaking method for the cast-in-place pile of claim 1, wherein the flexible sleeve and the outer surface of the PVC pipe are both oiled.
6. The pile head breaking method for the cast-in-place pile as claimed in claim 1, wherein the two-claw metal anchor is fixed on the steel reinforcement cage positioning member by a hoisting steel wire rope.
7. The pile head breaking method for the cast-in-place pile of claim 1, wherein the overall curvature of the fluke arms and flukes of the two-claw metal anchor is 1/120-1/60 cm-1The anchor jaw arm and the anchor jaw do not touch the PVC pipe and the concrete guide pipe on the main rib.
8. The pile head breaking method for the cast-in-place pile of claim 1, wherein the 3 two-claw metal anchors are located at the radial positions of the pile body from 1/3 degrees to 2/3 degrees outwards from the center of the cross section of the pile body and are distributed at an included angle of 120 degrees.
9. The pile head breaking method of the cast-in-place pile as claimed in claim 1, wherein: the lengths of the hoisting steel wire ropes are equal and are 3-5 times of the length of the pile head; the diameter of the hoisting steel wire rope is 10-15 mm.
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| CN201910081229.5A CN109610455B (en) | 2019-01-28 | 2019-01-28 | Pile head breaking method for cast-in-place pile |
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| CN201910081229.5A CN109610455B (en) | 2019-01-28 | 2019-01-28 | Pile head breaking method for cast-in-place pile |
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| CN109610455B true CN109610455B (en) | 2021-01-08 |
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| CN110082179A (en) * | 2019-04-30 | 2019-08-02 | 福州大学 | Using the method in PVC soft crystal slab production concrete filled steel tubular member unsticking gap |
| CN114541394A (en) * | 2022-02-21 | 2022-05-27 | 陕西建工机械施工集团有限公司 | Construction method convenient for breaking pile head of cast-in-place pile |
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