CN210368954U - Variable-diameter steel reinforcement cage with simple grid structure for anchor rod or pile foundation - Google Patents

Variable-diameter steel reinforcement cage with simple grid structure for anchor rod or pile foundation Download PDF

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Publication number
CN210368954U
CN210368954U CN201920529415.6U CN201920529415U CN210368954U CN 210368954 U CN210368954 U CN 210368954U CN 201920529415 U CN201920529415 U CN 201920529415U CN 210368954 U CN210368954 U CN 210368954U
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grid
variable
diameter
pile
reinforcement cage
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王林
陶刚
王军
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Anhui Junli Construction Co., Ltd
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Jiangsu Green River Environmental Technology Co ltd
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Abstract

A variable-diameter steel reinforcement cage with a simple grid structure for anchor rods or pile foundations comprises a cylindrical grid, at least two ring-shaped fixing devices, two groups of folding arms and a pin shaft, wherein the two ring-shaped fixing devices are coaxial; the first group and the second group of folding arms are provided with two states of contraction and expansion; 3-10 folding arms in each group are uniformly distributed at the circumferential connecting points of the cylindrical grids.

Description

Variable-diameter steel reinforcement cage with simple grid structure for anchor rod or pile foundation
Technical Field
The utility model relates to a variable diameter steel reinforcement cage and application of simple and clear grid structure are used to stock or pile foundation, especially skeleton in stock or pile foundation-the expanded stock or pile foundation after skeleton and use are used in concrete or mortar pouring, mainly used building basement anti-floating, excavation supporting, side slope support, geological disasters are administered to and technical category such as reinforcement also are used for the resistance to compression pile foundation.
Background
The anchor rod is a rod piece system structure for reinforcing rock and soil mass. The defect that the tensile capacity of a rock-soil body is far lower than the compressive capacity is overcome through the longitudinal tension action of the anchor rod body. From the mechanical point of view, the cohesive force C and the internal friction angle phi of the surrounding rock body are mainly improved. The anchor rod is actually positioned in the rock-soil body and forms a new compound body with the rock-soil body. The anchor rod in the complex is the key to solve the problem of low tensile capacity of the surrounding rock mass. Thereby greatly enhancing the bearing capacity of the rock-soil body. The anchor rod is the most basic component of roadway support in the mine from the current underground mining, and the surrounding rocks of the roadway are bound together to support the surrounding rocks; the anchor rod is not only used in mines, but also used in the building engineering technology to actively reinforce basements, side slopes, tunnels, dam bodies and the like. The basic model of the anchor rod is as follows: steel bar or wire rope mortar anchor rod. Cement mortar is used as the binder of the anchor rod and the surrounding rock. The anchor rod comprises an inverted wedge type metal anchor rod, a pipe seam type anchor rod and a resin anchor rod. The resin is used as the binder of the anchor rod, so the cost is higher.
The invention patent application CN2017103161244 of the applicant is a variable-diameter reinforcement cage for anchor rods or pile foundations. Firstly, a reinforcement cage framework in a concrete or mortar casting ground anchor rod or pile foundation with larger pulling resistance/compressive resistance and stable and reliable performance is provided. A release device is arranged at the end part of the annular stirrup needing to adopt the spiral spring; when using flexible steel wire, the ring-shaped fixer is equipped with a release device for opening the vertical bars of the ribs. There is still the possibility and room for improvement in view of structure and cost.
The prior commonly used expanded anchor rod technology in the market also comprises plain slurry, capsule type expanded anchor rod technology and the like. In the aspect of cost construction, the reaming technology of the variable-diameter large-head anchor rod or the pile foundation is based, the large head and the small head are formed by grouting or concrete injection, but the anchor rod or the pile foundation with enough friction force and tension or resistance transmission cannot be formed without the adaptive enlarged head framework, and particularly the anchoring force of the anchor rod is limited. The anchoring force is not enough when the anchor is used in the technical fields of building basement anti-floating foundation pit support, side slope support, reinforcement and the like. Because they require a high pullout resistance and are stable and reliable.
Disclosure of Invention
The utility model aims at providing a variable diameter steel reinforcement cage (generalized steel reinforcement cage concept, concrete or mortar skeleton are more laminated) of simple grid structure for stock or pile foundation, be applied to the expanded body stock and the resistance to compression pile foundation of all tensile resistance to plucking, especially, propose a simplified structure and anchor stock or pile foundation that the cost is lower with variable diameter grid structure concrete skeleton variable diameter steel reinforcement cage, be applied to and constitute expanded body stock or pile foundation that has standard steel reinforcement skeleton, be used for the stock or pile foundation of cost performance optimum.
The technical scheme of the utility model is that: a variable-diameter steel reinforcement cage with a simple grid structure for anchor rods or pile foundations comprises a cylindrical grid, at least two ring-shaped fixing devices, two groups of folding arms and a pin shaft, wherein the two ring-shaped fixing devices are coaxial; the first group and the second group of folding arms are provided with two states of contraction and expansion; 3-10 folding arms in each group are uniformly distributed at the circumferential connecting points of the cylindrical grids.
The sleeve 3 is fixed or slidable or integrated with a ring-shaped holder, i.e. the folding arm mounting ring 4. At least one ring-shaped fixer is sleeved with a spring 2. At least one of the loop-shaped retainers is covered with a spring for releasing, i.e., unfolding, the cylindrical grid as a framework. The connection between the sleeve 3 and the ring-shaped anchor is welded, the sleeve is used for sheathing the anchor rod, and the ring-shaped anchor can also be used, and the ring-shaped anchor can slide on the anchor rod.
The utility model discloses a variable diameter steel reinforcement cage for the concise lattice construction of pressure-bearing type becomes the extension stock or pile foundation behind the slip casting, the variable diameter steel reinforcement cage of concise lattice construction can expand the release through modes such as drilling afterburning when arranging the extension section in, be equipped with slip casting or pour into concrete pipe mechanism on the variable diameter steel reinforcement cage of concise lattice construction to reach the slip casting or pour into the concrete and become stock or pile foundation, reducing lattice construction concrete skeleton becomes the skeleton of stock or pile foundation.
A bag can be additionally arranged, and the variable-diameter reinforcement cage with the simple grid structure is arranged in the bag.
The fixing device of the variable-diameter steel reinforcement cage with a simple grid structure is arranged on the bag.
The periphery of the variable-diameter steel reinforcement cage with a concise grid structure is firstly wrapped with rigid or flexible columnar restraint sheets, plastic sheets or thin metal sheets. The restraining piece of the finished product is restrained by the string and is pulled apart when released.
In a typical finished product: the diameter of the compressed variable-diameter steel reinforcement cage with a concise grid structure is generally less than or equal to 200mm (parameters related to actually formed drill holes can be provided with concrete frameworks (steel reinforcements) with different specifications of the diameter grid structure for different drill holes), after the variable-diameter steel reinforcement cage with the concise grid structure is placed on the anchor rod expander section, a constraint mechanism in the variable-diameter steel reinforcement cage with the concise grid structure is opened, the diameter of a weft reaches about 400mm (also can be less than or equal to 150mm after a stirrup is added, and the diameter of a post-expansion cylinder reaches 200 plus 350mm), and the general length is 1200 plus 1600 mm; according to the requirement, the diameter of the cylinder which can reach about 500 plus 2000mm or larger is not excluded, the variable-diameter steel reinforcement cage with the simple grid structure can be used for using the axial rod (anchor rod) with large specification (size) as the application, and the sleeve 3 of the variable-diameter steel reinforcement cage with the simple grid structure is sleeved on the anchor rod.
The anchor rod has end plate (the end plate can be anchor backing plate or ring plate) at the most front end to connect the axial rod body of the anchor rod with the expanding head, and the front end is provided with a guide sleeve.
The variable-diameter steel reinforcement cage expanded-head anchor rod technology with a simple grid structure refers to design, construction and acceptance of JGT/T282-2012 high-pressure jet expanded-head anchor rod technical specification. The utility model discloses the application all belongs to the application of enlarged footing stock or major part pile foundation technique.
1) Compared with the non-variable-diameter foundation pile, the variable-diameter foundation pile with the same length has the advantages that the strength can be generally improved by 1.1-1.5 times, and the deformation can be reduced by 0.7-0.9 time.
2) Under the first characteristic condition, the requirement of strength and deformation of the building is met, and the pile length can be obviously shortened.
3) Under the condition of ensuring the strength and the deformation of the pile, the length of the pile can be shortened, the workload is reduced, the construction conditions are improved, and the purposes of saving labor, materials and time are achieved.
In some clay layers, weak layers, pebble layers, gravel layers or weathered rock layers, the strength of the layers is often lower than that of concrete, so that the bearing capacity of the pile body of the concrete foundation pile is not exerted favorably. Therefore, in order to fully exert the strength characteristic of concrete, a paper in the aspect of building engineering already proposes that the bearing capacity of the pile is improved by adopting the variable-diameter foundation pile, and the technology is obviously reasonable and feasible.
The calculation method of the strength deformation of the variable-diameter foundation pile is the same as that of the non-variable-diameter foundation pile. The foundation pile is divided into an end bearing pile and a friction pile, the strength deformation calculation of the end bearing pile and the strength deformation calculation of the friction pile are different, and the friction pile is used as an object for calculation and comparison. The strength of the friction pile is generally composed of the side friction resistance of the pile and the strength of the pile end bearing layer, and for the friction pile, the pile circumference friction resistance is main, but for most foundation piles, particularly large-diameter piles, the pile end is supported on the bedrock, and the bearing force of the pile end is greatly increased.
Has the advantages that: the utility model discloses the scheme can be formed with the stock of the pulling force of enough frictional force or resistance transmission, and the wholeness of the obvious increase of anchor power and whole stock is good, also is used for the concrete skeleton of enlarged footing pressure-bearing pile foundation equally. The method is mainly used for the technical categories of anti-floating of building basements, foundation pit supporting, side slope supporting, reinforcement and the like. The provided pulling resistance and pressure resistance are larger, the performance is stable and reliable, and the method has good effects on reducing environmental pollution and accelerating the project progress. The utility model discloses use less material and low-cost technology, can satisfy the construction requirement of the bigger pile foundation or the stock that reduces higher cost, have good economic nature. Compared with the prior application of the applicant, the cost of the utility model is more advantageous; and concrete can be poured. The periphery of the grid structure concrete framework is wrapped by the rigid or flexible columnar restraining piece in advance to be beneficial to the deep hole.
Drawings
FIG. 1 is a simplified grid structure of a variable diameter steel reinforcement cage of the present invention, in an unexpanded configuration;
fig. 2 is the variable diameter steel reinforcement cage of the simple and clear grid structure of the utility model, which is the variable diameter grid structure concrete skeleton structure that is expanded in fig. 1.
Figure 3 is a schematic cross-sectional view of figure 1 of the present invention.
FIG. 4 is a cross-sectional view of two ring-shaped retainers and two folding arms in a variable-diameter steel reinforcement cage of simple lattice structure of the present invention;
FIG. 5 is a cross-sectional view of two ring-shaped retainers, two groups of folding arms and vertical ribs of the variable-diameter steel reinforcement cage with a simple grid structure;
FIG. 6 is a cross-sectional view of the present invention taken in conjunction with the grid of FIG. 5;
FIG. 7 is a simplified grid structure of the present invention in an unexpanded configuration;
FIG. 8 is a diagram illustrating the structure of the simple lattice structure of the present invention;
fig. 9 is a non-expanded structure of the diameter-variable reinforcement cage with a simple grid structure of anchor rods according to the present invention;
fig. 10 is a simplified lattice structure of the present invention, a variable diameter steel reinforcement cage of fig. 9, in an expanded configuration.
Detailed Description
Shown are a grid 1 which can be expanded or contracted, a spring 2, a sleeve 3, a folding arm mounting ring 4, a folding arm 5, a pin 6, a folding arm 7 connected to the grid (which may be connected to a ring of elastic material, when the grid is of flexible material). Axial rod 8 (which may be an anchor rod), vertical ribs 9. A short folding arm and a pin 10. And a guide sleeve 11.
On the premise of meeting the product performance and quality, the axial rods, the ring-shaped fixator, the adjustable ribs, the vertical ribs and the meshes outside the vertical ribs can be simplified or not arranged, and only the meshes outside the vertical ribs are reserved as concrete frameworks; the number of the vertical ribs or the stirrups can be increased or decreased properly; the reducing steel reinforcement cage framework components can be simplified and optimally combined and arranged. Therefore, the utility model has various simple structures as shown in the attached figures 1-10.
A variable diameter concrete skeleton of a grid structure comprises a cylindrical grid 1 which can be unfolded or contracted, a sleeve 3, two ring-shaped fixing devices 4, a folding support arm 7 which is formed by connecting a folding support arm 5 and the grid, a pin 6 and a folding support arm 7 of the folding arm can also be connected on a ring made of elastic materials, when the grid is made of flexible materials such as glass fiber and the like, the folding support arm 7 connected with the grid can also be connected on a vertical rib 9, the two ring-shaped fixing devices are coaxial with the sleeve 3, the first and the second ring-shaped fixing devices respectively fix the first ends of a first group of folding arms and a second group of folding arms, the second ends of the first group of folding arms and the second group of folding arms are connected with a connection point of a first plane of the cylindrical grid, the connection point is also a flexible connection point, namely the folding arms can twist at the connection position, steel ring rings are fixed at the joints of the cylindrical grids and the folding arms, and the steel ring rings are sleeved; the first plane and the second plane are both planes of the cylindrical grid diameter, and the second ring-shaped fixer is sleeved on the sleeve 3 and fixed or fixed in a sliding way (namely can slide on the sleeve); the first group and the second group of folding arms are provided with two states of contraction and expansion. Each group (evenly) is provided with 4-10 folding arms distributed on the circumference of the cylindrical grid 1, each folding support arm 5 is at least composed of two folding support arms and a pin shaft 6, the pin shafts 6 enable the two folding support arms to be movably connected between the two folding support arms, the two folding support arms are cylindrical grids in an opening mode when being in a straight line, and the two folding support arms are in a contraction mode when the angle between the two folding support arms is less than 180 degrees. The pin shaft 6 can also adopt a steel ring sleeving mode, so that the two folding support arms can also be suitable for flexible grids, and the two folding support arms can be folded and unfolded in a larger angle range. More folding support arms can be movably connected to form a folding arm. The connection structure of the sleeve 3 and the ring-shaped fixer can be welding, the ring-shaped fixer is stretched in the ring direction to form a sleeve 3 component, the sleeve and the ring-shaped fixer can be integrated, namely the sleeve is not used, the sleeve is used for sleeving the anchor rod, the ring-shaped fixer can be used, and the ring-shaped fixer can slide on the anchor rod.
It is also possible that the sleeve 3 is fixed or slidable with a loop-like holder, i.e. the folding arm mounting ring 4, or is integrated (the sleeve can be subtracted). At least one loop-shaped retainer is covered with a spring 2 for releasing, i.e. unfolding, the cylindrical grid as a skeleton.
The cylindrical grid is formed by winding a rectangular plate-type metal grid, or a polymer plate grid or a flexible wire mesh, and the metal wire mesh is flexible steel wire mesh, carbon fiber mesh or glass fiber mesh. The pin shaft of the support arm adopts a steel ring sleeving mode, so that the two folding support arms are suitable for flexible grids, and are folded and unfolded within a larger angle range. Or two folding arms as in the configuration of fig. 9-10: a short supporting arm is short, a structural member is directly arranged on the vertical rib, and a long supporting arm is movably fixed on the pin shaft.
When the plate type metal grid is coiled into a cylindrical grid, the plate type metal grid is expanded by the elasticity of the plate type metal grid, when the plate type metal grid is expanded into a cylinder with the maximum diameter, a flexible wire ring such as a steel wire ring is arranged on the periphery of the grid to be restrained (not shown in the figure), or/and the edge of the plate type metal grid is provided with hooks 1-1 which are mutually drawn, and the hooks are hooked into the maximum diameter state after being released by the edge hooks. When the plate-type metal grid is wound into a contracted cylindrical grid, stop devices are arranged at the staggered positions of the metal grid, the stop devices are released when being loosened, and the stop devices can adopt elastic reeds similar to umbrella frames of automatic umbrellas for placing umbrellas.
When the cylindrical grid is a rectangular plate-type metal grid winding or a flexible carbon fiber net or glass fiber net, other releasing devices can be adopted, such as one or more inflatable air bags, and when the air bags are expanded, the grid can be expanded; for example, when the mesh is made of flexible material, the ring of elastic material is expanded to the maximum to expand the mesh.
The utility model discloses be used as pressure-bearing reducing grid structure concrete skeleton, become extension stock or pile foundation behind the slip casting, reducing grid structure concrete skeleton can expand the release through modes such as drilling afterburning when arranging the extension section in, is equipped with slip casting or pours into concrete pipe mechanism into on reducing grid structure concrete skeleton to reach the slip casting or pour into concrete into stock or pile foundation, reducing grid structure concrete skeleton becomes the skeleton of stock or pile foundation.
A bag can be additionally arranged, and the variable-diameter reinforcement cage with the simple grid structure is arranged in the bag. The fixing device of the variable-diameter steel reinforcement cage with a simple grid structure is arranged on the bag. Or the variable-diameter steel reinforcement cage with a concise grid structure is arranged in a protective cover formed by wrapping a columnar rigid or flexible columnar restraint sheet.
In a typical finished product: the diameter of the grid structure concrete skeleton after compression is generally less than or equal to 200mm (parameters related to actually formed drill holes, different drill holes can have concrete skeletons (steel bars) with different specifications of the grid structure), after the grid structure concrete skeleton is arranged on the anchor rod expander section, a constraint mechanism in a diameter-variable steel bar cage with a simple grid structure is opened, the diameter of a weft reaches about 400mm (or less than or equal to 150mm after a stirrup is added, the diameter of a post-expansion cylinder reaches 200-350mm), and the general length is 1200-1600 mm; according to the requirement, the diameter of the cylinder which can reach about 500 plus 2000mm or larger is not excluded, the grid structure concrete framework can be used for using the large-specification axial rod (anchor rod) as an application, and the sleeve 3 of the diameter-variable reinforcement cage with a simple grid structure is sleeved on the anchor rod.
The anchor rod has end plate (the end plate can be anchor backing plate or ring plate) at the most front end to connect the axial rod body of the anchor rod with the expanding head, and the front end is provided with a guide sleeve.
The technology of the variable-diameter steel reinforcement cage expanded head anchor rod with the pressure-bearing simple grid structure refers to design, construction and acceptance of JGT/T282-2012 high-pressure jet expanded head anchor rod technical specification. The utility model discloses the application all belongs to the application of enlarged footing stock or major part pile foundation technique.
1) Compared with the non-variable-diameter foundation pile, the variable-diameter foundation pile with the same length has the advantages that the strength can be generally improved by 1.1-1.5 times, and the deformation can be reduced by 0.7-0.9 time.
2) Under the first characteristic condition, the requirement of strength and deformation of the building is met, and the pile length can be obviously shortened.
3) Under the condition of ensuring the strength and the deformation of the pile, the length of the pile can be shortened, the workload is reduced, the construction conditions are improved, and the purposes of saving labor, materials and time are achieved.
In some clay layers, weak layers, pebble layers, gravel layers or weathered rock layers, the strength of the layers is often lower than that of concrete, so that the bearing capacity of the pile body of the concrete foundation pile is not exerted favorably. Therefore, in order to fully exert the strength characteristic of concrete, a paper in the aspect of building engineering already proposes that the bearing capacity of the pile is improved by adopting the variable-diameter foundation pile, and the technology is obviously reasonable and feasible.
The calculation method of the strength deformation of the variable-diameter foundation pile is the same as that of the non-variable-diameter foundation pile. The foundation pile is divided into an end bearing pile and a friction pile, the strength deformation calculation of the end bearing pile and the strength deformation calculation of the friction pile are different, and the friction pile is used as an object for calculation and comparison. The strength of the friction pile is generally composed of the side friction resistance of the pile and the strength of the pile end bearing layer, and for the friction pile, the pile circumference friction resistance is main, but for most foundation piles, particularly large-diameter piles, the pile end is supported on the bedrock, and the bearing force of the pile end is greatly increased.
The end part of the axial rod is provided with an end plate fixed with the axial rod, the first ring-shaped fixer is fixed on the axial rod at the end plate or the end plate, and the second end ring-shaped fixer can be sleeved on the axial rod in a sliding way; when the metal mesh is tightened, the metal mesh assumes a first diameter state, and tightening (tightening) stress is applied thereto. And the second diameter state is formed after the release.
The utility model can form variable diameter steel reinforcement cage pedestal piles with various three-dimensional shape characteristics, including but not limited to cylinders, polygonal (circle internal tangent) cylinders, round platforms, cones (including cones and polygonal cones), trapezoidal cylinders, spheres and bamboo joint-shaped cylinders; the variable-diameter reinforcement cage club-footed anchor pile characterized by double layers or multiple layers (a cage in the cage) is formed for the pile foundation variable-diameter reinforcement cage with the super-large diameter.
The anchor rod or pile foundation of the utility model is a variable diameter steel reinforcement cage with a simple grid structure, the shape of the variable diameter steel reinforcement cage comprises a cylinder, a polygonal (circle internal tangent) cylinder, a truncated cone, a cone (including a cone and a polygonal cone), a trapezoidal cylinder, a sphere and a bamboo joint-shaped cylinder; the cross-sectional plane pattern may be circular (elliptical), fan-shaped, arcuate, circular, etc. Polygons (including triangles, trapezoids, parallelograms, rhombuses, rectangles, squares, rays, pentagons, hexagons), and the like; the solid shape can also be varied: cubes, cuboids, cylinders, truncated cones, prisms, prismatic tables, cones, pyramids, and the like.
The variable-diameter steel reinforcement cage comprises steel, other metals, composite metals, glass fibers, aramid fibers, carbon fibers, various fiber cloths, graphene, carbon element-related materials and composite materials thereof; the specification, model, shape, quantity, size and material parameters are adjusted according to different geological conditions of the project. The cylindrical grid is formed by winding a rectangular plate-type metal grid, or a polymer plate grid or a flexible wire mesh, and the metal wire mesh is flexible steel wire mesh, carbon fiber mesh, glass fiber mesh, aramid fiber and the like.
The axial rod 8 is provided with a tensioning fixing device for the spring head, the tensioning (tensioning) stress of the spring type steel bar is released to be in a second diameter state, the natural state of the spring type steel bar without stress is shortened compared with the first state, and the diameter of the second state is larger than that of the first state when the spring type steel bar is tensioned. Spring steel bars are arranged on the periphery of the concrete framework unit with the spring steel bar reducing grid structure. A stop or protrusion is fixed on the axial rod to limit the slidable sleeve at the second end, and when the stop is released, the elastic force of the spring drives the slidable sleeve to contract and slide. The second end slidable cover of spring reinforcing bar when protruding is used for fixed taut, the mode of opening on the axial pole is: the slidable sleeve is only concave and comprises a spring (not shown in the figure) sleeved on the axial rod, the spring is locked or stopped by a protrusion in a stressed (compressed or extended) state, and when the locking or stopping is released, the spring stress drives the ring-shaped fixer to slide on the axial rod (pile base rod). The driving ribs are unfolded to act as an umbrella opening mechanism, and the extension spring can be unfolded to release the compression spring and the unfolding release mechanism can be used. The protrusion limiting or positioning device is a one-way positioning device, and can be an elastic ratchet sheet welded on the axial rod or an elastic stop protrusion. Or may be a resilient triangle.
In order to stabilize the variable-diameter steel reinforcement cage with a simple grid structure, particularly to enable the position of an axial rod to be positioned in the center of the variable-diameter steel reinforcement cage with a simple grid structure, a plurality of steel wires are uniformly distributed (distributed at different parts of the circumference of a concrete framework with a spring-shaped variable-diameter grid structure and different length parts of the axial rod, steel bars for connecting the axial rod with the concrete framework with the grid structure are arranged, ring holes are arranged at two ends of each connected steel wire and used for penetrating through the ring holes arranged on the ribs, the steel bars for connecting the axial rod with the concrete framework with the grid structure are preferably uniformly arranged on the axial rod, all the steel wires are used as the radius of the concrete framework with the spring-shaped variable-diameter grid structure after the concrete framework with the spring-shaped variable-diameter grid structure is released, the steel wires are preferably uniformly distributed on a circle of the cross section of the concrete framework with the spring-shaped variable-diameter grid structure, the ring holes at two ends of the connected steel, the axial rod and the grid structure concrete framework are subjected to position expansion and contraction within the ring hole and limited by the length of the steel wire.
The bag is also contracted before being placed in the pile foundation hole, when the bag and one or a plurality of the wrapped grouting holes of the spring-shaped reducing grid structure concrete framework units are placed in the pile foundation hole, the grouting is carried out through the grouting holes, the spring-shaped reducing grid structure concrete framework units are released to expand the diameter before grouting, and the bag is also expanded. The bag and the front reducing grid structure concrete skeleton unit form a better whole. The fixing device which can be a tether or a rivet and is arranged on the bag and the concrete skeleton unit with the reducing grid structure is arranged on the bag, so that the bag and the concrete skeleton unit with the reducing grid structure are sleeved and molded in a fitting manner.
The diameter-variable reinforcement cage main reinforcement and the anchor rod main reinforcement or the pile body main reinforcement of the simple grid structure at the bottom of the enlarged-head pile include, but are not limited to, reinforcements, steel strands and steel wire ropes of various specifications and quantities.
The variable-diameter steel reinforcement cage at the bottom of the expanded-head pile is fixedly connected with the steel column, the section steel or the steel reinforcement cage of the pile body and is integrally of a concrete structure. A foundation pile with enlarged head pile bottom.
The diameter-variable reinforcement cage club-footed pile is characterized in that the diameter-variable reinforcement cage is placed in a pile hole of a hole-making and reaming hole of the diameter-variable reinforcement cage club-footed pile, and is poured by various solidification materials such as poured concrete, cement paste, cement mortar, cast stone and grouting.
The construction process and the construction method are as follows:
construction process and flow
(II) pore-forming process
1. According to the design requirements of the pile foundation, the field stratum and the equipment performance condition, mechanical drilling construction is adopted.
2. Positioning, lofting and embedding protective tube
Before the engineering is started, the peripheral axis of the periphery of the engineering is positioned and lofted, the gantry sheet piles are arranged in the periphery of the axis, elevation level points are led to a fixed building or a structure, positioning measurement is carried out on all pile positions according to a design construction drawing, pile hole dust lines are discharged, pile casings are buried after holes are dug, and the pile casings are positioned in place by a cross method. The diameter of the pile casing is equal to the designed diameter plus 5cm, and the pile casing is rechecked after being buried, so that the deviation between the center point of the pile casing and the center point of the pile position is not more than 20mm, and the drill bit can be ensured to be correctly positioned and smoothly lifted when the pile casing is buried slightly. And the vertical of the protective cylinder is ensured, and clay is backfilled and tamped between the protective cylinder and the hole wall to prevent ground water from flowing into the protective cylinder and moving downwards to collapse the hole.
3. The construction technical requirements are as follows:
① the drilling machine is positioned accurately, horizontally and stably, the center of the rotary table of the drilling machine, the center of the drill frame and the center of the protective cylinder are on a three-point vertical line, the allowable deviation is not more than 20mm, after the drilling machine is positioned, the center of the drill bit is aligned with the center point of the protective cylinder, the drilling is carried out at a low speed, the drilling can be carried out normally after the drill bit passes through a hard soil layer or an uneven soil layer, the drilling speed is strictly controlled during the drilling to avoid buried drilling, the drilling is stopped when the drill rod is connected, the drilling tool is lifted slightly away from the bottom of the hole, the slurry is circulated for a few minutes, then the pump is stopped to connect the drill rod, the hole forming construction is finished continuously at one time without failure, after the hole is formed to the designed depth, the hole is cleaned preliminarily, then the requirements of each party related to the project are checked, the next procedure construction can be carried out.
② slurry and retaining wall.
③ high-pressure rotary jet reaming and mechanical reaming:
and after the drilled hole reaches the designed elevation, replacing the drill bit, and performing bottom high-pressure rotary jet reaming or mechanical reaming, wherein water or cement slurry can be adopted for high-pressure jet reaming. When the cement slurry reaming process is adopted, reaming is carried out at least twice up and down and back and forth; when the water reaming process is adopted, the cement slurry is finally adopted for reaming once.
④, cleaning the hole, namely when the drilling reaches the design elevation, lifting the drill bit away from the bottom of the hole by 150-200mm, starting a slurry pump to clean the hole in a positive circulation mode, wherein the sediment at the bottom of the hole is not more than 50mm, if the sediment at the bottom of the hole can not be discharged outside, the sediment can not meet the design requirement, fishing the sediment by using a sand fishing cylinder, and the hole cleaning time is not less than 30 minutes, wherein the sediment at the bottom of the hole is not more than 50mm, the water level height in the hole is protected after the hole is cleaned, concrete is poured in 30 minutes, and if the hole cleaning time exceeds 30 minutes, the concrete can be poured after the hole cleaning.
⑤ inspecting and accepting the pile hole, namely, after the final hole of the pile hole is finished, self-checking according to the design requirement, then, asking the first party or the proctoring representative to inspect and accept the final hole depth, the hole bottom sediment, the slurry performance index and the like, and filling the surface to perform the visa work after the inspection and acceptance is qualified.
⑥ the constructors of all machines must carefully fill in the original record table during drilling, and record the drilling depth of each hole, stratum change and other special conditions during construction.
(III) pile forming process
The cast-in-place pile is a key link of a mechanical hole-forming cast-in-place pile, the quality of the working procedure is related to the quality of the engineering, the working procedure must be strictly treated, and each working procedure is carefully made.
1.① steel reinforcement cage with variable diameter steel reinforcement cage at bottom, ② steel lattice or steel tube with variable diameter steel reinforcement cage at bottom, ③ prefabricated pile with variable diameter steel reinforcement cage at bottom for assembling and hoisting, ④ steel reinforcement, steel strand and steel cable with variable diameter steel reinforcement cage at bottom.
A. The three piles must have delivery qualification certificates, and should be layered and stacked on the plain and solid ground according to specification and model, the stacking layer number is determined according to specific conditions, but should not exceed three layers, the self-inspection is qualified, and the qualified piles are reported to a supervision engineer for approval.
B. The connection of the three piles and the variable-diameter reinforcement cage is detailed in a node diagram.
C. Three types of piles are hoisted and positioned: according to the length of the pile, the pile is hung and unloaded by a crane, the verticality of the pile is guaranteed (the thickness of the underwater concrete steel bar protective layer is 50mm), hole collapse caused by hole wall touch is avoided, and the hole position is retested and positioned by a cross method.
D. Pile lapping: welding is symmetrically carried out by two or three persons and welding is carried out in the same direction. The pile sections of the upper and lower sections are kept straight when the pile is connected, and the dislocation deviation is not more than 2 mm. The welding seam should be continuous and full; the welded pile joint can be continuously lifted after being naturally cooled, and the cooling time is not less than 8 min; water cooling or welding is strictly forbidden.
2. A lower perfusion catheter:
(1) the conduit is tested for water tightness before use and an unqualified joint is not used. The guide pipe is ensured not to leak water and slurry in the underwater concrete filling process, and the quality of the pile is ensured.
(2) The corresponding number of the guide pipe sections is prepared according to the hole depth, and one-time in-place installation is guaranteed.
(3) When the guide pipe is placed downwards, the position is ensured to be correct, and the bayonet is screwed tightly.
(4) The bottom of the conduit and the bottom of the hole are ensured to have a gap of about 30cm, so that the conduit is prevented from entering the sediment, and concrete can not flow out of the pipe. In addition, the problem that the cast-in-place concrete in the first bucket cannot be buried in a guide pipe opening or the buried depth of the guide pipe is too small due to too high distance from the bottom of the hole, and mud is poured into the guide pipe again to form mud clamping, so that the pile forming quality is influenced is avoided.
(5) The quick connector is used for filling the guide pipe, the length of the guide pipe in the lower inlet pipe is generally controlled to be about 500mm away from the bottom of the hole, each guide pipe in the lower inlet hole needs to be carefully checked, the guide pipe is connected firmly and smoothly, and the connector is tight and does not leak slurry.
3. Opening a reinforcement cage:
after the variable-diameter steel reinforcement cage is installed at a designed elevation, the verticality is well controlled (the hole slope is less than or equal to 1.0%), then a mechanical winch is used for pulling out a variable-diameter steel reinforcement cage switch pin, pause is forbidden in the middle, and the steel reinforcement cage is ensured to be opened at one time. Then a second hole cleaning is prepared.
4. Secondary hole cleaning:
the secondary hole cleaning method is that an elbow and a leather cage are arranged at the top of a guide pipe, slurry is pressed into the guide pipe by a pump, and then sediment is replaced from the bottom of a hole along the outside of the guide pipe. The hole cleaning standard is that the hole depth meets the design requirement, the density of the mud at the bottom of the hole is less than or equal to 1.15, the thickness of the remeasured sediment is within 100mm, and the hole cleaning is finished at the moment, so that the concrete can be poured.
5. Underwater pouring concrete, cement paste and cement mortar:
after the preparation of hole-forming is completed, the pouring can be started, the condition that the pipe is buried in the primary pouring is about 1.5 is ensured, and a small amount of sediments at the bottom of the hole overflow to the periphery under the strong pressure of concrete sinking. The hole can return a large amount of mud to indicate that the initial irrigation is successful, and then continuous irrigation operation can be carried out according to the working procedures.
The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, which is intended to cover any modifications, equivalents, improvements, etc. made within the spirit and principles of the present invention.

Claims (10)

1. A variable-diameter steel reinforcement cage with a simple grid structure for anchor rods or pile foundations is characterized by comprising a cylindrical grid, at least two ring-shaped fixing devices, two groups of folding arms and a pin shaft, wherein the cylindrical grid can be expanded or contracted into a cylindrical grid, the two ring-shaped fixing devices are coaxial, the first end of each of a first group of folding arms and the first end of each of a second group of folding arms are respectively fixed by the first ring-shaped fixing devices and the second ring-shaped fixing devices, the second end of each of the first group of folding arms and the second group of folding arms is connected with a connection point of a first plane of the cylindrical grid, the second end of each of the second group of folding arms is connected with a connection point of a second plane of the cylindrical grid, the first plane and the second plane are planes of the diameter passing through of the; the first group and the second group of folding arms are provided with two states of contraction and expansion; 3-10 folding arms in each group are uniformly distributed at the circumferential connecting points of the cylindrical grids.
2. A cage with simple grid structure for anchor rods or pile foundations as claimed in claim 1, wherein each folding arm is at least formed by two folding arms and a pin shaft, the pin shaft is located between the two folding arms to connect the two folding arms movably, the two folding arms are in a straight line and in a cylindrical grid in an open mode, and the two folding arms are in a contracted mode when the angle between the two folding arms is less than 180 degrees.
3. A cage with simple lattice structure for anchor rods or pile foundations as claimed in claim 2, wherein the pin is made of steel rings and is sleeved to make two folding arms suitable for flexible lattice.
4. A cage with a plain lattice structure for anchor rods or pile foundations as claimed in claim 1, wherein the cage is provided with a sleeve which is fixed to, slidable with or integral with a ring-shaped retainer, i.e. a folding arm collar.
5. A diameter-variable reinforcement cage for an anchor rod or pile foundation according to any one of claims 1 to 4 wherein the cylindrical mesh is a rectangular sheet metal mesh wound around, or a polymer sheet mesh, or a flexible wire mesh such as a flexible wire mesh, carbon fiber mesh, glass fiber mesh, or aramid fiber.
6. The diameter-variable reinforcement cage with a concise grid structure for the anchor rod or the pile foundation as claimed in claim 5, wherein the plate-type metal grid is unfolded by using the elasticity of the plate-type metal grid when being wound into a cylindrical grid, and when being unfolded into a cylinder with the maximum diameter, a flexible wire loop is arranged for restraining or/and the edge of the plate-type metal grid is provided with a hook which is mutually drawn; when the plate-type metal grid is wound into a contracted cylindrical grid, stop devices are arranged at the staggered positions of the metal grid.
7. The diameter-variable reinforcement cage with a concise grid structure for the anchor rod or the pile foundation as claimed in claim 5, wherein when the cylindrical grid is a rectangular plate-type metal grid winding or a cylindrical grid of a flexible carbon fiber net or a flexible glass fiber net, one or more than one inflatable air bag is adopted, and when the air bag is expanded, the grid is expanded; when the grid is made of flexible material, the elastic ring is expanded to the maximum to expand the grid.
8. The anchor rod or pile foundation variable diameter steel reinforcement cage of concise lattice structure according to any of claims 1-4, 6, 7, characterized by that, there is a sack, the said variable diameter steel reinforcement cage of concise lattice structure is placed in the sack, there are fixing devices with variable diameter steel reinforcement cage of concise lattice structure on the sack; or the variable-diameter steel reinforcement cage with a concise grid structure is arranged in a protective cover formed by wrapping a columnar rigid or flexible columnar restraint sheet.
9. A variable-diameter steel reinforcement cage with a concise grid structure for an anchor rod or a pile foundation as claimed in any of claims 1 to 4, 6 and 7, wherein the variable-diameter steel reinforcement cage has a shape including a cylinder, a polygon, a cylinder, a truncated cone, a polygonal cone, a trapezoidal cylinder, a sphere and a bamboo joint-shaped cylinder; the cross section is a plane figure circle, an ellipse, a sector, an arch and a circular ring; the solid shape is cube, cuboid, cylinder, round table, prism, prismatic table, cone, pyramid.
10. A plain grid construction cage for variable diameter anchor rods or piles according to any one of claims 1 to 4, 6 or 7 wherein the variable diameter cage is characterized by double and/or multi-layer cages for oversized diameter pile variable diameter cages.
CN201920529415.6U 2019-04-18 2019-04-18 Variable-diameter steel reinforcement cage with simple grid structure for anchor rod or pile foundation Active CN210368954U (en)

Priority Applications (1)

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Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
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Publications (1)

Publication Number Publication Date
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Country Link
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