CN116641369B - Methods for installing rebar in long spiral bored piles and methods for handling inadequate rebar installation. - Google Patents
Methods for installing rebar in long spiral bored piles and methods for handling inadequate rebar installation.Info
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- CN116641369B CN116641369B CN202310618045.4A CN202310618045A CN116641369B CN 116641369 B CN116641369 B CN 116641369B CN 202310618045 A CN202310618045 A CN 202310618045A CN 116641369 B CN116641369 B CN 116641369B
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for planting bars by long spiral drilling and grouting piles and a method for treating the condition that the planted bars are not in place, which relate to the field of building construction and aim at improving the success rate of the planted bars and the construction quality, and adopt the following technical scheme: A method for planting bars in pile includes such steps as making reinforcing cage of pile, installing rollers on external surface of reinforcing cage, installing force-transmitting rod at the bottom of reinforcing cage, assembling guide unit with reinforcing cage, inserting guide unit together with reinforcing cage into concrete in pile hole, pulling out guide unit, and supplementing concrete. A method for treating the short-in-place condition of the reinforcing bars of a long spiral drilling pressure grouting pile adopts a certain length of a section of a pile foundation structure without bending moment and shearing force as the allowable length of the short-in-place condition of the reinforcing bars. The invention reduces the risk of failure of bar planting, improves the construction quality and reduces the construction quality problem caused by the fact that the bar planting is not in place. The invention is used for the construction of the long spiral drilling pressure grouting pile.
Description
Technical Field
The invention relates to the field of building construction, in particular to a long spiral drilling pressure grouting pile, a bar planting structure thereof and a bar planting method of the long spiral drilling pressure grouting pile.
Background
The construction process of the long spiral drilling pressure grouting pile comprises the steps of firstly drilling holes to a designed depth by using a long spiral drilling machine, then lifting the drilling holes, simultaneously pouring self-compacting concrete in pile holes, planting bars after pouring, inserting a reinforcement cage into the concrete by using a vibration device, and finally forming the reinforced concrete grouting pile. In order to smoothly insert the reinforcement cage into the concrete, an introduction device is arranged in the reinforcement cage, a vibrating motor is arranged at the top of the introduction device, vibration load is applied to the reinforcement cage by means of the introduction device, the reinforcement cage and the introduction device are inserted into the concrete in the pile hole together, and after the introduction device and the reinforcement cage are inserted into the concrete to a designed elevation, the introduction device is pulled out. The point of application of the introduction device to the reinforcement cage is typically located at the top of the reinforcement cage. The reinforcement cage belongs to a flexible structure, the load at the top of the reinforcement cage cannot be completely transmitted to the bottom of the reinforcement cage, the reinforcement cage is easy to deform and incline, the center line of the reinforcement cage deviates from the center line of a pile hole, the reinforcement implantation has large resistance, and the reinforcement implantation is not in place frequently, so that the reinforcement cage cannot be inserted down to a design position.
The maximum construction depth of long auger bored piles should not exceed 18 meters as specified in U.S. industry standard (FHWA-HIF-07-03) clause 3.4.3. In practical engineering, in order to meet the design requirement of pile foundation bearing capacity, the depth of pile foundation design often exceeds 18 meters, and the longer the long spiral drilling pressure grouting pile is, the higher the probability of the occurrence of the problems is. The technical requirements of the long spiral drilling press-grouting pile technical standard (JGJT-419-2018) in China on the long spiral drilling press-grouting pile bar planting are not provided for solving the problems.
Disclosure of Invention
The invention provides a long spiral drilling pressure grouting pile, which solves the problems that the long spiral drilling pressure grouting pile is large in reinforcement planting resistance and a reinforcement cage is easy to deviate.
The technical scheme includes that the long spiral drilling grouting pile comprises a cylindrical pile body, wherein a steel reinforcement cage is arranged in the pile body, the steel reinforcement cage comprises a plurality of main ribs which are vertically arranged, spiral ribs which are wound on the outer sides of the main ribs and are arranged in a spiral structure, at least three rollers are further arranged on the outer sides of the steel reinforcement cage, the rollers are positioned in the pile body, the rotating surfaces of the rollers pass through the center line of the steel reinforcement cage, projections of the rollers on horizontal sections are arranged around the circumference of the steel reinforcement cage, and circle centers of circles corresponding to the projections of points, farthest from the center line of the steel reinforcement cage, of the rollers on the horizontal sections coincide with circle centers of the steel reinforcement cage.
In order to ensure that the center line of the pile body coincides with the center line of the reinforcement cage, further, the diameter of a circle corresponding to the projection of the point of each roller furthest from the center line of the reinforcement cage on the horizontal section is equal to the diameter of the pile body.
The roller can be directly penetrated in the spiral rib, the section of the spiral rib penetrated in the roller is also used as a rotating shaft of the roller, or the roller is penetrated in the rotating shaft, two ends of the rotating shaft are fixed on the reinforcement cage, for example, two ends of the rotating shaft are respectively welded and connected with the main rib.
For seismic loads, the bending moment and shearing force born by the upper section of the long spiral drilling pressure grouting pile are larger than those of the lower section of the long spiral drilling pressure grouting pile, so that the distance between the spiral ribs of the upper section of the steel reinforcement cage is smaller than that of the lower section of the steel reinforcement cage. Considering that the space between the spiral ribs of the upper section of the reinforcement cage is smaller, the rollers cannot be arranged at the gaps of the spiral ribs, or cannot be directly penetrated into the spiral ribs, and considering that the reinforcement planting resistance mainly comes from the lower section of the reinforcement cage, the reinforcement cage is further characterized in that the rollers are arranged at the lower section of the reinforcement cage, the rollers penetrate into the spiral ribs, or the rollers penetrate into the rotating shaft, the two ends of the rotating shaft are fixed to the reinforcement cage, at least three cushion blocks are fixedly arranged on the outer side of the upper section of the reinforcement cage, and the thickness of the cushion blocks is consistent with the distance between the reinforcement cage and the pile hole side wall.
In order to apply vibration load to the bottom of the steel reinforcement cage, a force transmission rod piece is fixedly arranged at the bottom of the steel reinforcement cage or a position close to the bottom, the force transmission rod piece is arranged in the steel reinforcement cage, and a plane corresponding to the force transmission rod piece is perpendicular to the center line of the steel reinforcement cage.
In order to improve the deformation resistance of the reinforcement cage, and prevent the force transmission rod from falling off after vibration, the reinforcement cage is further provided with reinforcing ring ribs at intervals on the inner side, the reinforcing ring ribs are arranged on the inner side of the position where the force transmission rod is arranged, the force transmission rod, the reinforcing ring ribs and the reinforcement cage are fixedly connected, and the force transmission rod is fixed on the upper part of the reinforcing ring ribs.
The force transmission rod piece plays a role in transmitting vibration load. For example, the force transmission rod piece is in a cross shape, or the force transmission rod piece is in a rice shape, or the force transmission rod piece comprises a main rod and auxiliary rods connected to two sides of the main rod, and the main rod is perpendicular to the center line of the reinforcement cage.
The long spiral drilling pressure grouting pile has the beneficial effects that the roller is arranged on the outer side of the reinforcement cage, and when the reinforcement cage is inserted into a pile hole of concrete, the roller and the inner wall of the pile hole generate rolling friction, so that the reinforcement planting resistance is reduced. The roller on the outer side of the reinforcement cage can also limit the distance between the reinforcement cage and the wall of the pile hole, so that the reinforcement cage is prevented from shifting, the reinforcement cage is positioned on the center line of the pile hole, and the pile forming quality is ensured.
The invention also provides a long spiral drilling pressure grouting pile bar planting structure, and aims to improve the success rate of the long spiral drilling pressure grouting pile bar planting. The technical scheme includes that the long spiral drilling pressure grouting pile bar planting structure comprises a guiding device and a reinforcement cage of the first theme long spiral drilling pressure grouting pile, wherein a force transmission rod is fixedly arranged at the bottom of the reinforcement cage or a position close to the bottom of the reinforcement cage, the force transmission rod is arranged in the reinforcement cage, a plane corresponding to the force transmission rod is perpendicular to the center line of a pile body, the guiding device comprises a top cover plate, a pile casing and a guiding rod, the top surface of the top cover plate is a vibration motor mounting surface, the pile casing is a cylinder, the diameter of the pile casing is matched with the diameter of the reinforcement cage, one end of the pile casing is fixedly connected to the bottom surface of the top cover plate, a hoisting piece is arranged on the outer side of the pile casing, the upper end of the guiding rod is fixedly connected to the bottom surface of the top cover plate, the center line of the pile casing coincides with the center line of the guiding rod, the lower end of the guiding rod is sealed and provided with a clamping structure, the upper section of the reinforcement cage is inserted into the pile casing or the upper section of the pile casing is sleeved outside the pile casing, the clamping structure of the lower end of the guiding rod is clamped in the center position of the force transmission rod, and the pile casing is connected with the hoisting piece.
In order to ensure the stability of the guide rod in the steel reinforcement cage, the guide rod is further provided with at least one limiting rib for limiting the horizontal movement of the guide rod in the steel reinforcement cage, two ends of the limiting rib are bound or welded on the steel reinforcement cage, and the middle part of the limiting rib is in point contact with the guide rod. For example, the limit ribs are provided with two bending angles, the two bending angles are obtuse angles and are same-side internal angles, and 3-4 limit ribs are uniformly and vertically staggered around the guide rod in the horizontal direction.
In order to facilitate lifting of the guiding device and also facilitate connection of the reinforcement cage to the guiding device, specifically, at least two upper hanging rings and at least two lower hanging rings are arranged on the outer side of the casing, and the reinforcement cage is connected with the lower hanging rings through a tether.
The guide rod is solid round steel, solid square steel, round steel pipe or square steel pipe.
The long spiral drilling pressure grouting pile bar planting structure has the beneficial effects that the vibration motor is arranged on the vibration motor mounting surface of the guiding device, vibration load is transmitted to the force transmission rod piece through the guiding rod and then transmitted to the lower part of the steel reinforcement cage, so that the main acting point of the steel reinforcement cage in the planting process is at the bottom of the steel reinforcement cage instead of the top of the steel reinforcement cage, and the effect of the roller is beneficial to the steel reinforcement cage to be planted in the design position, thereby improving the success rate of the long spiral drilling pressure grouting pile bar planting.
The invention also provides a method for planting the bar of the long spiral drilling pressure grouting pile, which aims to improve the success rate of planting the bar of the long spiral drilling pressure grouting pile and improve the construction quality of the long spiral drilling pressure grouting pile. The technical scheme adopted by the invention is that the method for planting the bar by long spiral drilling and grouting pile comprises the following steps.
S1, manufacturing a reinforcement cage of the long spiral drilling pressure grouting pile, wherein the reinforcement cage is the reinforcement cage of the long spiral drilling pressure grouting pile of the first subject, and a force transmission rod piece is fixedly arranged at the bottom or a part close to the bottom of the reinforcement cage and is arranged in the reinforcement cage, and a plane corresponding to the force transmission rod piece is perpendicular to the central line of the pile body.
S2, assembling the guiding device with the reinforcement cage to obtain the second theme long spiral drilling grouting pile reinforcement structure, and installing the vibrating motor on the vibrating motor installation surface.
S3, after drilling and concrete pouring of the long spiral drilling pressure grouting pile are completed, the reinforcement cage and the guiding device are hung right above a pile hole to be planted with the reinforcement, and the reinforcement cage is planted into concrete in the pile hole.
S4, when the reinforcement cage is implanted to the designed elevation or cannot be inserted downwards, the guiding device is pulled out, and concrete is supplemented into the pile hole.
In order to ensure the stability of the guide rod during the process of implanting the steel bar cage, in S2, at least one limit rib for limiting the horizontal movement of the guide rod is further arranged in the steel bar cage, two ends of the limit rib are bound or welded to the steel bar cage, and the middle part of the limit rib is in point contact with the guide rod. For example, the limit ribs are provided with two bending angles, the two bending angles are obtuse angles and are same-side internal angles, and 3-4 limit ribs are uniformly and vertically staggered around the guide rod in the horizontal direction. Spacing L 2 of the spacing ribs is determined according to formula L 2=120i/μ·(235/σp)0.5, wherein i is the radius of gyration of the lead-in rod, μ is the length factor of the lead-in rod, μ=2.0, and σ p is the nominal yield strength of the lead-in rod material.
The method further comprises the steps of calculating a bar planting resistance F u and a bar planting assisting force F D, controlling F u≤FD, wherein a calculation formula of the bar planting resistance F u is F u=F1+F2+F3+F4+F5+F6, wherein F 1 is buoyancy force of a reinforcement cage and an introduction device on concrete, F 2 is friction resistance of a pile hole side wall to the reinforcement cage, F 3 is friction resistance of a spiral bar and a concrete mixture, F 4 is friction resistance of a main bar and the concrete mixture, F 5 is friction resistance of an introduction rod, F 6 is friction resistance of a reinforcing ring bar, and a calculation formula of the bar planting assisting force F D is F D=Fg+Fc +Fa, wherein F g is dead weight of the reinforcement cage, F c is dead weight of the introduction device, and F a is vibration load.
Further, the buoyancy force F 1=ρc·g·（Vs+Vd）,ρc is the density of fresh concrete, V s is the volume of a reinforcement cage, V d is the volume of a guide rod, the friction resistance F 2 =f.Ws, ws is the total weight of the reinforcement cage, a roller and a cushion block, F is the friction coefficient, the friction resistance F 3=τy·As,As is the sum of horizontal projection areas of spiral ribs of all layers, τ y is the yield shear stress of the fresh concrete, the friction resistance F 4=τy·Amb,Amb is the total area of main ribs, the friction resistance F 5=（ρc-ρw）·Amb,ρw is the density of water, and the friction resistance F 6=τy·Ast,Ast is the total area of reinforcing ring ribs. For example, the yield shear stress τ y of fresh concrete is calculated as: s f is the slump flow value of the fresh concrete, and V is the slump expansion flow rate of the fresh concrete.
The method for planting the ribs of the long spiral drilling pressure grouting pile has the advantages that the risk of failure in planting the ribs of the long spiral drilling pressure grouting pile can be reduced, the construction quality of the long spiral drilling pressure grouting pile can be improved, and the construction quality problem caused by the fact that the ribs are not planted in place is solved. According to the method, the limit that the maximum construction depth of the American standard on the long spiral drilling pressure grouting pile is not more than 18 meters can be broken through, so that the purposes of saving construction period, saving engineering cost, improving the construction quality of a pile foundation, expanding the application range of the long spiral drilling pressure grouting pile, improving the competitiveness of enterprises and the like are achieved. The invention can also supplement and perfect the technical standard (JGJT-419-2018) of long spiral drilling pressure grouting piles.
The invention also provides a processing method for the long spiral drilling press-grouting pile in-place reinforcement, according to the third subject long spiral drilling press-grouting pile reinforcement method, the reinforcement cage is implanted into the concrete in the pile hole, but the reinforcement cage is not implanted to the design elevation, and 0.5-0.7 times of the length of the section without bending moment and shearing force of the pile foundation structure is taken as the allowable length for the in-place reinforcement implantation. For example, the allowable length of the planted bars is 3 meters.
Drawings
Fig. 1 is a schematic cross-sectional view of a long auger bored press-filling pile of the present invention in position of a force transfer bar.
FIG. 2 is a schematic view of an introduction device according to the present invention.
Fig. 3 is a side view of fig. 2.
FIG. 4 is a schematic diagram of the fit relationship between the spacing rib and the guide rod in the present invention.
Fig. 5 is a schematic view of another embodiment of a force transmission bar according to the invention.
The pile hole pile cover comprises a main rib 1, a spiral rib 2, a roller 3, a pile hole side wall 4, a force transmission rod piece 5, a reinforcing ring rib 6, a top cover plate 7, a pile casing 8, a guide rod 9, a clamping structure 10, a limiting rib 11, an upper hanging ring 12 and a lower hanging ring 13.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
The first subject of the present invention is a long auger bored, press-filled pile, see fig. 1, comprising a pile body in the shape of a cylinder, the pile body being of reinforced concrete construction. The pile body is internally provided with a reinforcement cage which comprises a plurality of main reinforcements 1 which are vertically arranged and spiral reinforcements 2 which are wound on the outer side of the main reinforcements 1 and are arranged according to a spiral structure. Since the pile body is longer, the reinforcement cage is correspondingly longer, the main reinforcement 1 generally needs to be lapped, the lapping length of the main reinforcement 1 depends on the diameter of the main reinforcement 1 and the grade of concrete, for example, for the concrete with the compressive strength of a C30 cylinder, the lapping length of 62D is adopted, and D is the diameter of the main reinforcement 1. The main rib 1 is lapped, and the upper and lower parts are welded, wherein the welding length is at least 50mm, so as to ensure the lapping strength. According to the stress of the long spiral drilling pressure grouting pile, the main rib 1 at the upper section of the reinforcement cage is thicker than the main rib 1 at the lower section. Compared with the upper section and the lower section of the pile body, the bending moment and the shearing force born by the upper section are larger, so that the distance between the spiral ribs 2 of the upper section of the reinforcement cage is smaller than the distance between the spiral ribs 2 of the lower section of the reinforcement cage, namely the arrangement of the spiral ribs 2 of the upper section of the reinforcement cage is denser.
In order to reduce friction resistance between the steel bar cage and the side wall 4 of the pile hole when the steel bar cage is implanted into the pile hole, at least three rollers 3 are further arranged on the outer side of the steel bar cage, the rotating surfaces of the rollers 3 pass through the center line of the steel bar cage, the rotating direction of the rollers 3 is vertical, projections of the rollers 3 on the horizontal section are arranged around the circumference of the steel bar cage, and circle centers of circles corresponding to the projections of the farthest points of the rollers 3 from the center line of the steel bar cage on the horizontal section coincide with the circle centers of the steel bar cage. The roller 3 also has the function of limiting the position of the reinforcement cage in the pile hole, ensures the thickness of the reinforcement protection layer and ensures that the center line of the reinforcement cage is coincident or nearly coincident with the center line of the pile body. The roller 3 is all located in the pile body, so that the roller 3 is prevented from affecting the pile hole implanted in the reinforcement cage. The roller 3 is finally embedded in concrete and is therefore typically concrete or reinforced concrete. The inner and outer surfaces of the roller 3 can be made of concrete or other materials, for example, the inner and outer rings of the roller 3 are made of PCV pipe materials, and concrete or reinforced concrete is arranged between the inner and outer rings. In order to ensure that the center line of the pile body coincides with the center line of the reinforcement cage, the diameter of a circle corresponding to the projection of the point of each roller 3 farthest from the center line of the reinforcement cage on the horizontal section is equal to the diameter of the pile body.
The roller 3 can be directly penetrated in the spiral rib 2, the section of the spiral rib 2 penetrated in the roller 3 is also used as a rotating shaft of the roller 3, or the roller 3 is provided with a special rotating shaft, the roller 3 is penetrated in the rotating shaft, two ends of the rotating shaft are fixed on the reinforcement cage, for example, two ends of the rotating shaft are respectively welded and connected with the main rib 1. The roller 3 can be replaced by a cushion block, the cushion block is directly fixed on the outer side of the reinforcement cage, for example, the cushion block is provided with a clamping groove matched with the reinforcement cage and is clamped and fixed on the reinforcement cage, and the thickness of the cushion block is consistent with the distance between the reinforcement cage and the pile hole side wall 4. The material of the cushion block is the same as that of the roller 3, and can be concrete or reinforced concrete. In order to avoid the problem that the gap between the spiral ribs 2 at the upper section of the reinforcement cage is too small, the roller 3 cannot be installed at the gap between the spiral ribs 2, and the roller 3 cannot be directly penetrated into the spiral ribs 2, the roller 3 is arranged at the lower section of the reinforcement cage, the roller 3 is penetrated into the spiral ribs 2, or the roller 3 is penetrated into a rotating shaft, two ends of the rotating shaft are fixed to the reinforcement cage, at least one cushion block is fixedly arranged at the outer side of the upper section of the reinforcement cage, and the thickness of the cushion block is consistent with the distance between the reinforcement cage and the pile hole side wall 4. In order to limit the periphery of the upper section of the reinforcement cage, at least three cushion blocks are distributed around the reinforcement cage. The arrangement mode of the cushion blocks at the upper section of the reinforcement cage can be the same as the arrangement mode of the rollers 3 at the lower section of the reinforcement cage.
In order to apply vibration load to the bottom of the reinforcement cage through the guiding device, a force transmission rod piece 5 is fixedly arranged at the bottom of the reinforcement cage or a part close to the bottom, the force transmission rod piece 5 is arranged in the reinforcement cage, and a plane corresponding to the force transmission rod piece 5 is perpendicular to the center line of the reinforcement cage. The force transfer rod piece 5 can be arranged at the bottom of the reinforcement cage or at the position with the pile length of less than 85%, and the force transfer rod piece 5 is welded and fixed with the reinforcement cage. The force transmission rod piece 5 is used for receiving the vibration load transmitted by the guiding device and transmitting the vibration load to the bottom of the reinforcement cage so as to overcome the reinforcement implantation resistance. For example, referring to fig. 1, the force transmission rod 5 is in a cross shape, for example, referring to fig. 5, the force transmission rod 5 comprises a main rod and auxiliary rods connected to two sides of the main rod, one end of each auxiliary rod is welded to the main rod and is perpendicular to the main rod, the main rod is perpendicular to the center line of the reinforcement cage, and in addition, the force transmission rod 5 can be in a shape like a Chinese character 'mi'. By adopting the structure, the force transmission rod piece 5 can transfer vibration load to the center of the reinforcement cage as much as possible, and the vibration load is uniformly transferred to the periphery of the reinforcement cage by the force transmission rod piece 5. The force transmission rod 5 is composed of steel bars with the diameter larger than or equal to that of the main steel bar 1, and the size of the force transmission rod is calculated according to the pile depth and the vibration load.
In order to improve the deformation resistance of the reinforcement cage, reinforcing ring ribs 6 are arranged at intervals on the inner side of the reinforcement cage, the corresponding plane of the reinforcing ring ribs 6 is perpendicular to the center line of the reinforcement cage, and the reinforcing ring ribs 6 are fixed on the reinforcement cage and are generally welded or bound and welded. In order to prevent the force transmission rod piece 5 from falling off after being vibrated, the reinforcing ring rib 6 is also arranged at the position of the reinforcing cage where the force transmission rod piece 5 is arranged, the force transmission rod piece 5, the reinforcing ring rib 6 and the reinforcing cage are fixedly connected, and the force transmission rod piece 5 is fixed on the upper part of the reinforcing ring rib 6. For example, the reinforcing ring bars 6 are composed of 2 reinforcing bars having a diameter of 12mm, are arranged at intervals of 2m, and the number of reinforcing ring bars 6 is increased at the top and bottom of the reinforcement cage.
The force transmission rod 5 is described below as an example of a cross-like shape. The dowel bar 5 comprises two dowel bars which are crossed and welded on a plane, the distance between the two dowel bars is zero, and the dowel bars are designed according to the design criteria that the dowel bars are subjected to concentrated load calculation with bending moment, the tensile stress and the shearing stress of the dowel bars are smaller than the allowable tensile stress and the shearing stress of the dowel bar self materials, and the deformation of the dowel bars is smaller than 1/250 of the calculated span. For long auger drilling press-grouting piles with pile body diameters of 600mm and 800mm, the design results of the force transmission rod pieces are shown in table 1 under the condition that the design criteria are met.
Table 1 calculation table of force transmission bars.
Table 1 shows that the first, 800mm diameter pile can only transmit 2kN vibration load when the diameter of the dowel bar is 25mm, while the 600mm diameter pile can transmit 5kN vibration load without excessive deformation, that is, the dowel bar can transmit larger vibration load under the same diameter condition, the second, large diameter pile can meet the design requirement by adopting a larger diameter dowel bar, and the third, small diameter pile can transmit up to 10kN vibration load when adopting a larger diameter dowel bar. In certain engineering, pile bodies of 600mm and 800mm are adopted, but dowel bars with the diameters of 25mm are adopted, so that the pile foundation with the in-place planted bars is not planted, the pile body with the diameter of 800mm is not planted in place, and the pile body with the in-place planted bars of 600mm accounts for 15%. The calculation result in table 1 reflects the reason that the frequency of the large-diameter pile foundation bar planting is higher than that of the small-diameter pile foundation, and if the diameter of the dowel steel is too small, the dowel steel can deform greatly, so that the expected purpose of bar planting cannot be achieved. From table 1 and the above analysis, it is important to carry out the check of the dowel design.
Table 1 also shows that for a 800mm diameter pile foundation, a single steel bar cannot meet the vibration load of more than 10kN, and to increase the flexural modulus of the dowel bar, two steel bars can be welded together as one dowel bar. For example, the width of the welding spot is 2 times the diameter of the steel bar, and the welding spot is three. 2 bars with the diameter of 25mm can transmit the vibration load of 22.5kN without generating excessive deformation under the same span condition as in table 1, and 2 bars with the diameter of 28mm can transmit the vibration load of 31.5kN as force transmission bars.
The second subject of the invention is a long spiral drilling pressure grouting pile bar planting structure, which aims to improve the success rate of the long spiral drilling pressure grouting pile bar planting. The long spiral drilling pressure filling pile bar planting structure comprises a guide-in device and the reinforcement cage of the long spiral drilling pressure filling pile of the first subject, wherein a force transmission rod piece 5 matched with the guide-in device is fixedly installed at the bottom or a position close to the bottom of the reinforcement cage, the force transmission rod piece 5 is arranged in the reinforcement cage, and a plane corresponding to the force transmission rod piece 5 is perpendicular to the center line of the pile body.
Referring to fig. 2 and 3, the introduction device includes a top cover plate 7, a casing 8, and an introduction rod 9, and for securing strength, the top cover plate 7, the casing 8, and the introduction rod 9 are steel, for example, Q235 steel. The top surface of the top cover plate 7 is a vibration motor mounting surface and is used for mounting a vibration motor, and the mounting position of the vibration motor is positioned in the center of the top cover plate 7. For example, the vibration motor is a secondary vibration motor with a vibration load of 1-10 kN and adjustable, and the vibration motor is connected with the top cover plate 7 through bolts. The protective cylinder 8 is a cylinder, the diameter of the protective cylinder 8 is matched with the diameter of the reinforcement cage, and one end of the protective cylinder 8 is fixedly connected to the bottom surface of the top cover plate 7, for example, welded and fixed. The outer side of the casing 8 is provided with at least two, typically three or more, hoisting members to ensure balance. The hoisting piece is used for hoisting the guiding device and is also used for being connected with the reinforcement cage. For example, at least two upper slings 12 and at least two lower slings 13 are provided on the outside of the casing 8, the upper slings 12 being adapted to be connected to and lifted by a tether with the hook of a crane, and the lower slings 13 being adapted to be connected to a reinforcement cage by a tether.
The upper end of the leading-in rod 9 is fixedly connected to the bottom surface of the top cover plate 7, the central line of the protective cylinder 8 coincides with the central line of the leading-in rod 9, and in order to ensure stability, the leading-in rod 9 is generally welded with the top cover plate 7. The protection cylinder 8 plays a role in limiting the upper part of the reinforcement cage to move in a smaller range, the inner diameter of the protection cylinder 8 is matched with the outer diameter of the reinforcement cage, the upper section of the reinforcement cage is inserted into the protection cylinder 8, or the outer diameter of the protection cylinder 8 is matched with the inner diameter of the reinforcement cage, and the upper section of the reinforcement cage is sleeved outside the protection cylinder 8. The lower end of the leading-in rod 9 is closed and provided with a clamping structure 10, the clamping structure 10 is clamped at the center of the force transmission rod piece 5, the steel reinforcement cage is connected with the hoisting piece, for example, the steel reinforcement cage is connected with the lower hoisting ring 13 through a tether. The clamping structure 10 is used for ensuring that the action point of the guide rod 9 on the force transmission rod piece 5 is always located at the center position of the force transmission rod piece 5, for example, the lower end of the guide rod 9 is sealed by welding a steel plate, two steel plates with the thickness of 3mm are welded at the lower end of the guide rod 9 to serve as the clamping structure 10, and the two steel plates can be freely inserted into the force transmission rod piece 5.
The guide rod 9 plays a role of transmitting vibration load, and may be solid round steel, solid square steel, round steel pipe, square steel pipe, or the like. For example, the introduction rod 9 is composed of a steel plate having a thickness of 4 mm. The leading-in rod 9 is a large flexible rod, the size and the dimension of which need to be calculated, and the check requirements of the critical pressure and the bearing total load of the flexible rod piece are met. The cross-sectional area of the introduction rod 9 should not be excessively large, otherwise the resistance of the bar planting is increased, and the amount of poured concrete after the introduction device is pulled out is increased. The size of the lead-in rod 9 is chosen depending on the pile length and the length of the lead-in rod 9. The setting of the leading-in rod 9 and the vibration load is one of key technologies for the construction of the long spiral drilling pressure grouting pile, but no specific specification exists at home and abroad.
In order to ensure the stability of the guide rod 9 in the reinforcement cage, at least one limiting rib 11 for limiting the horizontal movement of the guide rod 9 is further arranged in the reinforcement cage, two ends of the limiting rib 11 are bound or welded to the reinforcement cage, the middle of the limiting rib 11 is in point contact with the guide rod 9, and the distance between the limiting ribs 11 is determined according to calculation. For example, referring to fig. 4, the spacing rib 11 has two bending angles, both of which are obtuse angles and are internal angles beside each other, and the spacing rib 11 is a reinforcing bar having a diameter of 12 mm. When the spacing muscle 11 is installed, need ensure that leading-in pole 9 is at the middle part of steel reinforcement cage, spacing muscle 11's both ends are firmly connected with the steel reinforcement cage, avoid pulling out leading-in pole 9 and take spacing muscle 11 out. Generally, 3~4 spacing bars 11 are arranged in the horizontal direction around the leading-in pole 9 evenly, vertically to the dislocation, and spacing bars 11 are evenly arranged in the horizontal direction around the leading-in pole 9, and the leading-in pole 9 is restricted to horizontal direction and rocks, and leading-in pole 9 is vertical to dislocation spacing bars 11, avoids leading-in pole 9 too concentrated and leads to planting the too big problem of muscle resistance. The limit rib 11 in the middle of the guide rod 9 is very important, and the guide rod 9 is a large-flexibility rod, otherwise, the guide rod 9 can shake during the hoisting and rib planting processes, deflection is easy to generate, and load is not easy to transfer in place.
The guide rod 9 is sized such that the critical compressive stress of the guide rod 9 is greater than the compressive stress of the guide rod 9 corresponding to the maximum vibration pressure, including the dead weight load of the upper member of the guide rod 9, the critical compressive stress of the guide rod 9 is greater than the total load of the upper portion of the guide rod 9, including the dead weight load and vibration load of the guide rod 9, and the buoyancy of the guide rod 9 in the concrete is subtracted, and a steel material having a large thickness is used to increase the downward force to offset the own buoyancy, and the minimum rod size is satisfied.
The introduction rod 9 is exemplified by a circular steel pipe and a square steel pipe. The introduction rod 9 is a circular steel pipe, and the dimensions of the introduction rod 9 of different lengths can be calculated according to the euler formula as shown in table 2. The guide rods 9 are square steel pipes, the dimensions of the guide rods 9 with different lengths are shown in table 3, and the square steel pipes are square steel conforming to the national standard GB/T6728-2017.
Table 2 the guide bar is a design dimension calculation table for round steel pipes.
Table 3 the lead-in bar is a design dimension calculation table for square steel pipes.
As can be seen from Table 3, the guide rods 9 are large flexible rods, lateral supports are required to be arranged every 2.7 m according to calculation, and the size of the guide rods 9 is not required to be too small, otherwise, the requirement of critical compressive stress is not met. The design of the guide rod 9 is not suitable to be too large, otherwise, the resistance of the planted bars is increased, the upward buoyancy is increased, and the pouring amount of extra concrete is increased. The guide rod 9 is a square steel pipe, the square steel pipe is in plane contact with the limit ribs 11, the effect of the guide rod is better than that of point contact adopting a round steel pipe, but the volume of the round steel pipe is small, the buoyancy in concrete is small, and the ribs are easy to plant.
The third subject of the invention is a long spiral drilling pile-grouting bar planting method. The long spiral drilling pile pressing and grouting bar planting method includes the following steps.
S1, manufacturing a reinforcement cage of the long spiral drilling pressure grouting pile, wherein the reinforcement cage is the reinforcement cage of the long spiral drilling pressure grouting pile of the first subject, a force transmission rod piece 5 is fixedly arranged at the bottom or a part close to the bottom of the reinforcement cage, the force transmission rod piece 5 is arranged in the reinforcement cage, and a plane corresponding to the force transmission rod piece 5 is perpendicular to the central line of the pile body. For a description of the force transmission rod 5, reference is made to the description of the two subjects described above.
S2, assembling the guiding device with the reinforcement cage to obtain the second theme long spiral drilling grouting pile reinforcement structure, and installing the vibrating motor on the vibrating motor installation surface.
S3, after drilling and concrete pouring of the long spiral drilling pressure grouting pile are completed, the reinforcement cage and the guiding device are hung right above a pile hole to be planted with the reinforcement, and the reinforcement cage is planted into concrete in the pile hole.
S4, when the reinforcement cage is implanted to the designed elevation or cannot be inserted downwards, the guiding device is pulled out, and concrete is supplemented into the pile hole.
The reinforcement planting construction of the long spiral drilling pressure grouting pile comprises the steps of buoyancy F 1 of the reinforcement cage and the guide rod 9 in the concrete mixture, friction resistance of the reinforcement cage and the pile hole side wall 4, friction resistance of the roller 3 and the cushion block, friction resistance F 3 of the spiral reinforcement 2 and the concrete mixture, friction resistance F 4 of the main reinforcement 1 and the concrete mixture, friction resistance F 5 of the guide rod 9, friction resistance of the reinforcing ring reinforcement 6 and other resistance. The total force of downward force is taken as a bar planting assisting force F D, the total force of upward force is taken as a bar planting resistance F u, and the principle of ensuring the success of bar planting is F u≤FD. In order to facilitate calculation, the calculation formula of the bar planting resistance F u is F u=F1+F2+F3+F4+F5+F6, the calculation formula of the bar planting assisting force F D is F D=Fg+Fc +Fa, wherein F g is the dead weight of a reinforcement cage, F c is the dead weight of a guiding device, F a is vibration load, and the long spiral drilling pile pressing and planting method is used for controlling F u≤FD.
The resistance of the reinforcement cage to the insertion of concrete is described below. The buoyancy force F 1 mainly depends on the volume of the reinforcement cage and the guide rod 9, F 1=ρc·g·（Vs+Vd）,ρc is the density of fresh concrete, V s is the volume of the reinforcement cage, and V d is the volume of the guide rod 9. Friction resistance F 2 =f·ws, ws is the total weight of the reinforcement cage, roller 3 and pad, and F is the coefficient of friction. The friction resistance F 3=τy·As,As is the sum of the horizontal projection areas of the spiral ribs 2 of each layer, and τ y is the yield shear stress of the fresh concrete. The frictional resistance F 4=τy·Amb,Amb is the total area of the main rib 1. Friction resistance F 5=（ρc-ρw）·Amb,ρw is the density of water and ρ c is the density of concrete, for example ρ c=2350kg/m3,ρw=1000kg/m3. The frictional resistance F 6=τy·Ast,Ast is the total area of the reinforcing ring rib 6.
The bar planting resistance F 2～F6 is related to the viscosity of the concrete mixture and the shear yield stress tau y of the concrete. According to the prior study, the formula of the shear yield stress tau y of the concrete is as follows: Wherein S f is the slump flow value of the fresh concrete, and V is the slump expansion flow rate of the fresh concrete. The shear yield stress corresponding to the different slump flow values can be calculated according to the formula, as shown in Table 4.
Table 4 shear yield stress for different slump flow values.
The calculation result of the bead planting resistance F u is shown in table 5, and in table 5, f=fu.
Table 5 calculation tables of the bead planting resistance F u and the bead planting assistance F D.
The results in table 5 show that the greatest bar planting resistance is the upward buoyancy of the reinforcement cage and the lead-in rod 9 in the concrete, followed by the frictional resistance of the reinforcement cage and the pile hole side wall 4, and then followed by the movement resistance of the main bar 1 in the concrete. In order to reduce the bar planting resistance, the guide bar 9 with the smallest size and large weight is needed, so that the effect of adopting the round guide bar is better than that of the square guide bar, because the volume of the round guide bar is smaller than that of the square guide bar.
The long spiral drilling grouting pile inevitably has the condition that the planted bars are not in place. The main reasons for the lack of in-place reinforcement are that (1) the calculation of the force transmission rod piece 5 is not performed, the size of the force transmission rod piece 5 is not defined, and the deformation of the force transmission rod piece 5 is obviously excessive. (2) The load acting on the force transmission rod piece 5 is not at the center of the reinforcement cage, the reinforcement planting resistance is increased, and the action of the guide rod 9 becomes insignificant. (3) The size of the guide rod 9 is not calculated, the limit rib 11 is not arranged, so that the flexibility of the guide rod 9 is overlarge, the reinforcement cage and the guide rod 9 shake and shake in the process of bar planting, the center is deviated, the vibration load cannot reach the bottom of the reinforcement cage, and the guide rod 9 does not really play a role. (4) the buoyancy of the introduction rod 9 in the concrete is excessive. (5) The speed of planting the steel reinforcement cage is too high, the steel reinforcement cage bottom encounters resistance to cause shaking and gravity center deviation of the steel reinforcement cage, and the steel reinforcement cage bottom is blocked. (6) The lead-in rod 9 is not connected with the force transmission rod 5, the vibration load of the top cover plate 7 does not act on the lower part of the reinforcement cage, but acts on the upper part of the reinforcement cage, the reinforcement cage is a flexible system, the upper load is not necessarily completely transferred to the bottom of the reinforcement cage, and the effect of the lead-in rod 9 is obviously weakened.
The invention also provides a processing method for the short-in-place bar planting of the long spiral drilling press-grouting pile, namely a processing method for the short-in-place bar planting of the long spiral drilling press-grouting pile. According to the method for planting the reinforcement bar of the long spiral drilling pressure grouting pile, the reinforcement cage is planted into the concrete in the pile hole, but the reinforcement cage is not planted to the designed elevation, and 0.5-0.7 times of the length of the section without bending moment and shearing force of the pile foundation structure is taken as the allowable length of the short planted reinforcement bar.
According to the structural characteristics of the long spiral drilling pressure grouting pile, after the design depth of the pile foundation reaches a certain depth, the lower part of the pile foundation only bears pressure, and no bending moment and shearing force exist. The steel bar is not required to be prepared in the deep range of the full pile foundation according to the specification of the American standard FHWA-HIF-07-03 clause 5.6.4.1. The reinforcement cage is not implanted to the design elevation, and according to the pile foundation structure calculation result, the length of the pile section without bending moment and shearing force effect is marked as L, and 0.5L-0.7L can be taken as the allowable length with out-of-place reinforcement implantation. The condition that the planted bars are not in place in the range of 3 meters is acceptable for approval of a certain foreign project. And for pile foundations with unplanted tendons exceeding the allowable length, additional pile foundation bearing capacity test detection is needed.
Claims (7)
1. The method for planting the bar by long spiral drilling and grouting piles is characterized by comprising the following steps of:
S1, manufacturing a reinforcement cage of a long spiral drilling pressure grouting pile, wherein the reinforcement cage comprises a plurality of main ribs (1) which are vertically arranged, spiral ribs (2) which are wound on the outer side of the main ribs (1) and are arranged according to a spiral structure, at least three rollers (3) are further arranged on the outer side of the reinforcement cage, a rotating surface of each roller (3) passes through the center line of the reinforcement cage, projections of each roller (3) on the horizontal section are arranged around the circumference of the reinforcement cage, the center point of a circle corresponding to the projection of the farthest point of each roller (3) from the center line of the reinforcement cage on the horizontal section coincides with the center point of the reinforcement cage, a force transmission rod (5) is fixedly arranged at the bottom or a position close to the bottom of the reinforcement cage, the force transmission rod (5) is arranged in the reinforcement cage, a plane corresponding to the center line of the reinforcement cage is vertical, reinforcing ring ribs (6) are further arranged at intervals on the inner side of the reinforcement cage, the reinforcing ring ribs (6) are fixedly connected with the inner side of the position of the reinforcement cage where the force transmission rod (5) is arranged, and the force transmission rod (5) is fixedly connected with the reinforcement ring ribs (6) are fixedly arranged on the upper portion of the reinforcing ring ribs (6);
S2, assembling the guide-in device and a reinforcement cage, wherein the upper section of the reinforcement cage is inserted into the protective cylinder (8) or sleeved outside the protective cylinder (8), a limit rib (11) for limiting the horizontal movement of the guide-in rod (9) is further arranged in the reinforcement cage, two ends of the limit rib (11) are bound or welded to the reinforcement cage, the middle part of the limit rib (11) is in point contact with the guide-in rod (9), a clamping structure (10) at the lower end of the guide-in rod (9) is clamped at the center position of the force transmission rod piece (5), the reinforcement cage is connected with a lifting piece, and a vibration motor is arranged on the vibration motor mounting surface;
The limit ribs (11) are provided with two bending angles, wherein the two bending angles are obtuse angles and are same-side internal angles, 3-4 limit ribs (11) are uniformly and vertically staggered around the guide rod (9), the spacing L 2 of the limit ribs (11) is determined according to a formula L 2=120i/μ·(235/σp)0.5, i is the turning radius of the guide rod (9), mu is the length factor of the guide rod (9), mu=2.0, and sigma p is the nominal yield strength of the guide rod (9);
the guiding device comprises a top cover plate (7), a protective cylinder (8) and a guiding rod (9), wherein the top surface of the top cover plate (7) is a vibrating motor mounting surface, the protective cylinder (8) is a cylinder, the outer diameter of the protective cylinder (8) is matched with the inner diameter of the reinforcement cage, one end of the protective cylinder (8) is fixedly connected to the bottom surface of the top cover plate (7), a hoisting piece is arranged on the outer side of the protective cylinder (8), the upper end of the guiding rod (9) is fixedly connected to the bottom surface of the top cover plate (7), the central line of the protective cylinder (8) coincides with the central line of the guiding rod (9), and the lower end of the guiding rod (9) is closed and provided with a clamping structure (10);
S3, after drilling and concrete pouring of the long spiral drilling pressure grouting pile are completed, hanging a reinforcement cage and an introduction device to the position right above a pile hole to be planted with the reinforcement, implanting the reinforcement cage into concrete in the pile hole, wherein the roller (3) is positioned in the pile body;
S4, when the reinforcement cage is implanted to the designed elevation or cannot be inserted downwards, the guiding device is pulled out, and concrete is supplemented into the pile hole.
2. A method for reinforcing a long auger bored pile according to claim 1, wherein the diameter of the circle corresponding to the projection of the furthest point of each roller (3) from the center line of the reinforcement cage on the horizontal section is equal to the diameter of the pile body.
3. The method for planting bars on long spiral drilling grouting piles according to claim 1, wherein the distance between the spiral bars (2) on the upper section of the steel reinforcement cage is smaller than the distance between the spiral bars (2) on the lower section of the steel reinforcement cage, rollers (3) are arranged on the lower section of the steel reinforcement cage, the rollers (3) penetrate through the spiral bars (2) or the rollers (3) penetrate through a rotating shaft, two ends of the rotating shaft are fixed on the steel reinforcement cage, at least one cushion block is fixedly arranged on the outer side of the upper section of the steel reinforcement cage, and the thickness of the cushion block is consistent with the distance between the steel reinforcement cage and the pile hole side wall (4).
4. A method for planting bars in long spiral drilling grouting piles according to claim 1, wherein the force transmission rod pieces (5) are cross-shaped, or the force transmission rod pieces (5) are in a shape like a Chinese character 'mi', or the force transmission rod pieces (5) comprise a main rod and auxiliary rods connected to two sides of the main rod, and the main rod is perpendicular to the center line of the reinforcement cage.
5. The method for planting the long spiral drilling grouting pile according to any one of claims 1 to 4, wherein the method further comprises the steps of calculating a grouting resistance F u and a grouting assistance F D, controlling F u≤FD, wherein a calculation formula of the grouting resistance F u is F u=F1+F2+F3+F4+F5+F6, F 1 is buoyancy force of a reinforcement cage and an introduction device in concrete, F 2 is friction resistance of a pile hole side wall (4) to the reinforcement cage, F 3 is friction resistance of a spiral reinforcement (2) and a concrete mixture, F 4 is friction resistance of a main reinforcement (1) and the concrete mixture, F 5 is friction resistance of an introduction rod (9), F 6 is friction resistance of a reinforcing ring reinforcement (6), and a calculation formula of the grouting assistance F D is F D=Fg+Fc +Fa, wherein F g is self weight of the introduction device, F c is self weight of the introduction device, and F a is vibration load.
6. A method for planting a long spiral drilling grouting pile according to claim 5, wherein the buoyancy force F 1=ρc·g·（Vs+Vd）,ρc is the density of fresh concrete, V s is the volume of a reinforcement cage, V d is the volume of a guide rod (9), the friction resistance F 2 =f.Ws, ws is the total weight of the reinforcement cage, a roller (3) and a cushion block, F is the friction coefficient, the friction resistance F 3=τy·As,As is the sum of horizontal projection areas of spiral ribs (2) of each layer, τ y is the yield shear stress of the fresh concrete, the friction resistance F 4=τy·Amb,Amb is the total area of a main rib (1), the friction resistance F 5=（ρc-ρw）·Amb,ρw is the density of water, and the friction resistance F 6=τy·Ast,Ast is the total area of a reinforcing ring rib (6).
7. A method for treating the short-term planting of the long spiral drilling pressure grouting pile is characterized in that a reinforcement cage is planted in concrete in a pile hole according to the method for planting the long spiral drilling pressure grouting pile, which is disclosed in any one of claims 1-6, but the reinforcement cage is not planted to a designed elevation, and 0.5-0.7 times of the length of a section without bending moment and shearing force of a pile foundation structure is taken as the allowable length of the short-term planting of the reinforcement.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310618045.4A CN116641369B (en) | 2023-05-29 | 2023-05-29 | Methods for installing rebar in long spiral bored piles and methods for handling inadequate rebar installation. |
| PCT/CN2023/128465 WO2024244289A1 (en) | 2023-05-29 | 2023-10-31 | Method for planting reinforcing bars of long spiral drilled press-grouting pile, and method for handling not-in-place planting of reinforcing bars of long spiral drilled press-grouting pile |
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| CN202310618045.4A CN116641369B (en) | 2023-05-29 | 2023-05-29 | Methods for installing rebar in long spiral bored piles and methods for handling inadequate rebar installation. |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1773024A (en) * | 2004-11-12 | 2006-05-17 | 北京市机械施工公司 | Concrete bored pile piling technology with implanted reinforced bar cage |
| CN105133579A (en) * | 2015-07-30 | 2015-12-09 | 温州大学 | Cast-in-situ bored pile reinforcing cage and rapid pile forming method with cast-in-situ bored pile reinforcing cage |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN1232705C (en) * | 2003-10-20 | 2005-12-21 | 建研地基基础工程有限责任公司 | Long spiral drilling and concrete pumping pile-forming rear-insertion reinforcement cage construction process and reinforcement cage guiding device |
| JP2007126846A (en) * | 2005-11-02 | 2007-05-24 | Tekken Constr Co Ltd | Reinforcing cage, construction method for cast-in-place concrete pile, and cast-in-place concrete pile |
| JP2008069577A (en) * | 2006-09-14 | 2008-03-27 | Okumura Corp | Pile reinforcement rod erection method and pile reinforcement rod erection device |
| CN101381991A (en) * | 2008-09-04 | 2009-03-11 | 宁波市海申环保能源技术开发有限公司 | Geothermal heat pump buried pipe in pile and construction method |
| CN104975597B (en) * | 2015-07-08 | 2017-01-18 | 上海建工二建集团有限公司 | Cast-in situ bored pile post-inserted steel reinforcement cage multi-point delivery device and use method |
| CN110042828A (en) * | 2019-05-17 | 2019-07-23 | 通号工程局集团有限公司 | A kind of positioning device for filling pile reinforcement cage and its application method |
| CN110172967A (en) * | 2019-06-14 | 2019-08-27 | 中国五冶集团有限公司 | A kind of steel reinforcement cage and construction method with positioning function |
| CN116641369B (en) * | 2023-05-29 | 2026-03-17 | 中国电建集团成都勘测设计研究院有限公司 | Methods for installing rebar in long spiral bored piles and methods for handling inadequate rebar installation. |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1773024A (en) * | 2004-11-12 | 2006-05-17 | 北京市机械施工公司 | Concrete bored pile piling technology with implanted reinforced bar cage |
| CN105133579A (en) * | 2015-07-30 | 2015-12-09 | 温州大学 | Cast-in-situ bored pile reinforcing cage and rapid pile forming method with cast-in-situ bored pile reinforcing cage |
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