CN109680705B - Anti-frost heaving system for contact net pillar foundation and preparation process thereof - Google Patents
Anti-frost heaving system for contact net pillar foundation and preparation process thereof Download PDFInfo
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- CN109680705B CN109680705B CN201811566806.1A CN201811566806A CN109680705B CN 109680705 B CN109680705 B CN 109680705B CN 201811566806 A CN201811566806 A CN 201811566806A CN 109680705 B CN109680705 B CN 109680705B
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- 238000002360 preparation method Methods 0.000 title abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 170
- 239000010959 steel Substances 0.000 claims abstract description 170
- 238000005096 rolling process Methods 0.000 claims abstract description 47
- 239000002689 soil Substances 0.000 claims abstract description 37
- 230000002265 prevention Effects 0.000 claims abstract description 33
- 239000004576 sand Substances 0.000 claims description 48
- 239000003822 epoxy resin Substances 0.000 claims description 22
- 239000000945 filler Substances 0.000 claims description 22
- 239000002245 particle Substances 0.000 claims description 22
- 229920000647 polyepoxide Polymers 0.000 claims description 22
- 239000004744 fabric Substances 0.000 claims description 18
- 238000003466 welding Methods 0.000 claims description 17
- 229920001971 elastomer Polymers 0.000 claims description 13
- 239000005060 rubber Substances 0.000 claims description 13
- 230000001932 seasonal effect Effects 0.000 claims description 13
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 10
- 239000005062 Polybutadiene Substances 0.000 claims description 10
- 239000012948 isocyanate Substances 0.000 claims description 10
- 150000002513 isocyanates Chemical class 0.000 claims description 10
- 229920002857 polybutadiene Polymers 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000004519 manufacturing process Methods 0.000 claims description 2
- 238000010257 thawing Methods 0.000 abstract description 11
- 238000009434 installation Methods 0.000 abstract description 8
- 230000007774 longterm Effects 0.000 abstract description 7
- 238000000034 method Methods 0.000 abstract description 6
- 238000011084 recovery Methods 0.000 abstract description 6
- 230000002349 favourable effect Effects 0.000 abstract description 2
- 230000003313 weakening effect Effects 0.000 abstract description 2
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 43
- 238000010276 construction Methods 0.000 description 9
- 230000000694 effects Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 229910001220 stainless steel Inorganic materials 0.000 description 5
- 239000010935 stainless steel Substances 0.000 description 5
- 238000007710 freezing Methods 0.000 description 3
- 239000010687 lubricating oil Substances 0.000 description 3
- 238000012423 maintenance Methods 0.000 description 3
- 238000004321 preservation Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000005303 weighing Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000008014 freezing Effects 0.000 description 2
- 230000002427 irreversible effect Effects 0.000 description 2
- 230000003137 locomotive effect Effects 0.000 description 2
- 230000009466 transformation Effects 0.000 description 2
- 208000001034 Frostbite Diseases 0.000 description 1
- 241000630665 Hada Species 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
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- 239000000463 material Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 239000000741 silica gel Substances 0.000 description 1
- 229910002027 silica gel Inorganic materials 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/35—Foundations formed in frozen ground, e.g. in permafrost soil
-
- C—CHEMISTRY; METALLURGY
- C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
- C08L—COMPOSITIONS OF MACROMOLECULAR COMPOUNDS
- C08L63/00—Compositions of epoxy resins; Compositions of derivatives of epoxy resins
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/14—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against frost heaves in soil
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Environmental & Geological Engineering (AREA)
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- Chemical Kinetics & Catalysis (AREA)
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- Polymers & Plastics (AREA)
- Organic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
- Foundations (AREA)
Abstract
The invention discloses a frost heaving prevention system of a contact net pillar foundation and a preparation process thereof, belonging to the technical field of civil engineering, comprising the following steps: tube bottom sleeve, frozen drawing steel pipe, rolling structure, pillar outer tube, pillar, ring flange and gravel layer, wherein: a spring is arranged between the spring connector at the bottom of the tube bottom sleeve and the spring connector at the lower end of the frozen-drawn steel tube; flexible filling bodies are filled around the springs and in the sleeve at the bottom of the pipe. The frost heaving prevention system for the contact net support column foundation provided by the invention has the advantages of reasonable structure, convenience in installation, excellent frost heaving prevention capability, extremely convenient self-recovery function and long-term use; and the method is favorable for weakening the problem of frost heaving and thawing of soil in the frozen soil region, keeping the stability of building foundation in the frozen soil region and ensuring long-term safe operation of the system, and is very suitable for frost heaving prevention engineering of the contact net support foundation in the frozen soil region.
Description
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to a contact net pillar foundation frost heaving prevention system with excellent frost heaving prevention capability and a preparation process thereof.
Background
At present, the problems of repeated frost heaving, thawing, thermal thawing and slumping and the like of roadbeds, building foundations and the like in frozen soil areas in China frequently occur irreversible engineering failure problems of frost heaving, foundation pulling and the like of roadbeds, which become the main problems facing road construction and maintenance in frozen soil areas. Because the soil body bulge generates tangential frost heaving force on the structure foundation when the seasonal frost heaving is carried out, when the tangential frost heaving force is larger than the dead weight and the additional stress of the structure foundation, the structure foundation can generate upward displacement, and irreversible damage is generated to the stability and the safety of the whole foundation engineering foundation.
Most road sections of the Qinghai-Tibet railways in China are located in frozen soil areas, wherein the damage is still serious in the Gray Duan Dongzhang, and the Gray sections are not electrified and reformed temporarily. After the Qinghai-Tibet line is completely penetrated in 2006, the great strategic effect is obvious, the full line electrification and the double line except for the corner closing area are realized in the current Siegesk section, if the HXD series locomotive is adopted in a long term, the speed of a passenger train can reach 160km/h, but after the special passenger train reaches the gella, the capacity is severely restricted because the Gela section is a single-line non-electrified line, and the problems caused by noise and pollution of the diesel locomotive are also serious. If electrification transformation is carried out, a contact net is needed to supply power, and only from the engineering aspect, the problems of large temperature difference, severe climate, serious frost heaving damage and the like exist in the area where the Bragg section passes, so that the stability of the contact net support foundation, namely the frost resistance of the contact net support foundation, becomes the key of construction. The method is characterized in that a newly-built Hada high-speed railway in a frozen soil area in China is researched, the problem of frozen pulling of the contact net support foundation is not considered before construction, and the phenomenon of frozen pulling of the contact net support foundation occurs in part of road sections in later operation. The electrified transformation of the Gela section of the Qinghai-Tibet railway has raised a construction schedule, and the problem of freezing and pulling of the contact net post foundation must be considered in the early design. At present, the prior art has few technical researches and scientific achievements related to an overall protection strategy, and the post anti-freezing and anti-pulling-out damage technology still adopts the old method: and (5) filling replacement and sleeve heat preservation. The packing replacement technology uses non-frost-heaving materials to replace original soil around the support, and the sleeve is used for heat preservation, namely, the sleeve is arranged around the support for heat preservation, so that the soil around the support is isolated from the external temperature transmission. The methods can reduce the frost breaking of the pillar foundation to a certain extent, but have shorter service life, are not recoverable and have low reliability.
Disclosure of Invention
The invention solves the technical problems that: aiming at overcoming the defects in the prior art, the invention innovatively provides a system for preventing the contact net support column from being damaged by the frost and a preparation process.
The technical scheme of the invention is as follows:
an overhead line system strut foundation frost heaving prevention system comprising:
the bottom sleeve is positioned at the bottommost layer of the system, provides a bearing platform for the recovery of the system, is integrally of a column or cube hollow structure, is preferably made of stainless steel, is closed at the bottom and provided with an opening at the top, and is provided with a spring joint at the periphery at the inner bottom of the bottom sleeve for connecting a spring;
the frozen-drawn steel tube is of a barrel structure, the bottom of the frozen-drawn steel tube is inserted into the tube bottom sleeve through an opening at the top of the tube bottom sleeve, the outer diameter of the frozen-drawn steel tube can be seamlessly inserted or is smaller than the inner diameter of the opening at the top of the tube bottom sleeve, and a spring connector is arranged at the outer side of the part of the frozen-drawn steel tube, which is positioned in the tube bottom sleeve, and is used for connecting a spring;
the rolling structure is arranged on the inner side of the frozen-drawn steel tube and comprises a base and balls arranged on the base, the base is used for accommodating the balls, the balls are in contact with the outer sleeve of the support, and the rolling structure is used for reducing friction when the frozen-drawn steel tube slides relative to the outer sleeve of the support;
the outer sleeve of the support is arranged inside the frozen-drawn steel tube and is contacted with the rolling structure, and is used for installing a protection support, namely a concrete pile; on the other hand, the frozen-pulled steel pipe can slide relative to the outer sleeve of the support;
the support, namely the concrete pile, is poured in the outer sleeve of the support, and is the core of the contact net system and the core for protecting the system;
the flange plate is arranged at the top of the concrete pile and connected with the outer sleeve of the support column through threaded connection, so that the support column is protected on one hand, and the support column is used for fixedly contacting with the net rack on the other hand;
the gravel layer is filled around the frozen-drawn steel tube, and the upper part of the tube bottom sleeve is provided with a gravel layer;
wherein: a spring is arranged between the spring connector at the bottom of the tube bottom sleeve and the spring connector at the lower end of the frozen-drawn steel tube; flexible filling bodies are filled around the springs and in the sleeve at the bottom of the pipe.
The invention realizes the principle of frost heaving prevention of the contact net pillar foundation:
according to the technical scheme, the processes of frost heaving prevention and long-term use are realized by utilizing a rolling structure at the inner side of the frost-drawing steel pipe and a spring (a spring connecting assembly) between the lower part and a pipe bottom sleeve; when the soil body bulges and generates a frost pulling force due to the frost expansion of seasonal frozen soil, the frost pulling force acts on the frost pulling steel pipe outside the outer sleeve of the support, the frost pulling steel pipe is stressed to slide upwards, and the inner rolling structure slides relatively outside the outer sleeve of the support, so that the outer sleeve of the support is prevented from being influenced by the frost pulling force; meanwhile, a spring is arranged between the frozen-drawn steel tube and the tube bottom sleeve, so that the frozen-drawn steel tube has a certain dragging effect on upward sliding, and part of frozen-drawn force can be counteracted by the stress of the spring, so that the support is protected from being influenced by the frozen-drawn force.
When the frost heaving damage is finished and the frost heaving damage enters the thawing stage, the protection of the spring can enable the frozen-drawn steel tube to be restored to the original position in the thawing stage after the frozen-drawn steel tube rises, so that the frozen-drawn steel tube is used for a long time.
Wherein, the flexible filling body filled around the spring and in the sleeve at the bottom of the tube provides a flexible connecting medium to protect the recovery path of the frozen-drawn steel tube from being blocked while meeting the vertical deformation of the frozen-drawn steel tube, and the elastic recovery force of the spring is used to restore the original position of the frozen-drawn steel tube along the original path under the action of the dead weight, additional stress and spring elastic force of the frozen-drawn steel tube when thawing in frozen soil areas,
the gravel layer is filled in the gaps between the periphery of the frozen pulling steel pipe and the pile holes, so that the influence of frozen pulling force on a system can be reduced. Meanwhile, the gravel layer takes the drainage effect during thawing and sinking into consideration, water in the seasonal frozen soil layer is absorbed through the gravel layer and then is evaporated and discharged, and the water in the seasonal frozen soil layer is gradually reduced through successive drainage, so that the frost heaving damage effect of the seasonal frozen soil layer is gradually reduced; the whole system can safely and stably run for a long time, and the detection and maintenance frequency of the system can be reduced step by step.
In one specific embodiment of the invention, the base of the rolling structure is an annular ball seat, the annular ball seat is divided into an upper layer structure and a lower layer structure, and a plurality of balls are fixed in the annular ball seat through bolts; the annular ball seat is fixedly installed on the inner side of the frozen drawing steel pipe in parallel, and the rubber buffer belt is installed on the inner side of the annular ball seat.
Preferably, the annular ball seat is filled with lubricating oil.
In one specific embodiment of the invention, the base of the rolling structure is an annular ball seat, a plurality of independent spaces are arranged in the annular ball seat through a partition plate, a ball is placed in each space, the annular ball seat is fixedly arranged on the inner side of the frozen drawing steel pipe in parallel, and a rubber buffer belt is arranged on the inner side of the annular ball seat.
In one specific embodiment of the invention, the base is vertically arranged and uniformly arranged at a certain interval on the inner side of the frozen drawing steel pipe, the base is provided with independent ball seats, each ball seat is internally provided with a ball, and the inner side of each independent ball seat is provided with a rubber buffer belt.
Preferably, the independent ball seats are filled with lubricating oil.
In one specific embodiment of the invention, the base is a ball seat, the ball seat is arranged on the inner side of the frozen-drawn steel tube in a scattered manner, the ball seat is arranged on the inner side of the frozen-drawn steel tube in a uniform or non-uniform and irregular manner, the mounting manner is a detachable connection manner, and the balls are arranged in the ball seat.
In one specific embodiment of the invention, a spring sleeve is arranged outside the spring, connecting rods are arranged at two ends of the spring, one end of each connecting rod is connected with a spring joint, the other end of each connecting rod extends into the sleeve, and the joint of each connecting rod and the spring sleeve is subjected to sealing treatment; providing a relatively airtight space for the spring to deform.
In one embodiment of the invention, the gravel layer is formed by gravel, medium sand and fine sand according to the following ratio of 5:3:1, configuring; the gravel is used as a force-holding structure, the middle sand and the fine sand are filled in the gravel holes, and the gravel is used as a water absorption and drainage unit, so that the drainage problem in thawing and sinking of a frozen soil area can be realized, the drainage of a frozen soil layer is facilitated, and further the frost heaving damage effect of the seasonal frozen soil layer is gradually reduced.
In one specific embodiment of the invention, flexible filler is filled around the spring and in the sleeve at the bottom of the pipe, and the flexible filler is a non-rigid filler with certain elasticity, such as a filler of silica gel, a resin type filler or a flexible filler.
In one specific embodiment of the present invention, the flexible filler is prepared by mixing epoxy resin and sand gravel particles, wherein the ratio of the epoxy resin to the sand gravel particles is 6:4, a step of; to maintain a certain strength while providing a flexible medium.
More preferably, the flexible filler is prepared from the following components, by mass, 30-50 parts of epoxy resin, 20-30 parts of sand gravel particles, 5-12 parts of butadiene rubber, 3-12 parts of graphite powder and 5-12 parts of isocyanate.
In one specific embodiment of the invention, the frozen drawn steel tube is formed by fixedly connecting two semicircular structures through bolts, and scales are carved at the upper end of the frozen drawn steel tube and can be used as an evaluation basis for detection, maintenance and recovery.
A process for preparing a contact net pillar foundation frost heaving prevention system comprises the following steps:
(1) Digging pile holes: excavating pile holes in seasonal frozen soil areas, setting specific depth according to construction requirements and local frozen soil layer conditions, paving waterproof geotechnical cloth after flattening the bottoms of the pile holes, paving sand gravel on the waterproof geotechnical cloth, and flattening the waterproof geotechnical cloth;
(2) And (3) assembling a rolling structure: the ball is arranged on the base, and the ball is arranged on the base according to different structures and different installation modes of the base;
(3) And (3) mounting a frozen drawing steel pipe: assembling the frozen drawn steel tube, mounting a rolling structure on the inner side of the frozen drawn steel tube, and welding a spring joint on the lower part of the frozen drawn steel tube;
(4) And (3) mounting a tube bottom sleeve: the pipe bottom sleeve is at least composed of two parts, wherein the upper part and the lower part are assembled or assembled left and right, the inner side of the periphery of the pipe bottom sleeve is welded with a spring joint, and after the spring is respectively connected with the spring joint of the frozen-drawn steel pipe and the spring joint at the bottom of the pipe bottom sleeve, each part of the pipe bottom sleeve is fixedly connected through a bolt assembly or welding;
(5) Preparing a flexible filling body: preparing a flexible filling body, injecting the flexible filling body into the tube bottom sleeve, and injecting the flexible filling body through a gap between the frozen-drawn steel tube and the tube bottom sleeve or a gap of the tube bottom sleeve in the installation process;
(6) Placing a frozen-drawn steel tube and a tube bottom sleeve: through the steps (4) and (5), the frozen-drawn steel tube and the tube bottom sleeve are assembled together, and the assembled frozen-drawn steel tube and tube bottom sleeve are placed in the pile hole excavated in the step (1);
(7) Preparing a gravel layer: preparing a gravel layer, and filling the gravel layer around the frozen drawn steel tube and at the upper part of the tube bottom sleeve;
(8) And (3) assembling a post outer sleeve: assembling the post outer sleeve and placing the post outer sleeve in the frozen-drawn steel tube;
(9) Preparing a support column: placing the reinforcement cage into the outer sleeve of the support, and pouring concrete into the steel tube of the outer sleeve of the support to prepare a concrete pile;
(10) And after the support is formed, installing a flange plate at the top of the support, and preparing the contact net support foundation frost heaving prevention system.
In the step (4), the spring connecting assembly is firstly installed, and comprises a spring, a spring sleeve outside the spring and connecting rods installed at two ends of the spring, wherein one ends of the connecting rods are connected with spring joints, and the other ends extend into the sleeve, and the connecting rods are in sealing connection with the spring sleeve; the spring and the connecting rod are welded and connected, a spring sleeve is arranged outside the spring, one end of the connecting rod extends into the spring sleeve, and a sealing piece is arranged at the joint of the spring sleeve and the connecting rod.
The beneficial effects are that: the frost heaving prevention system for the contact net support column foundation provided by the invention has the advantages of reasonable structure, convenience in installation, excellent frost heaving prevention capability, extremely convenient self-recovery function and long-term use; and the method is favorable for weakening the problem of frost heaving and thawing of soil in the frozen soil region, keeping the stability of building foundation in the frozen soil region and ensuring long-term safe operation of the system, and is very suitable for frost heaving prevention engineering of the contact net support foundation in the frozen soil region.
Drawings
Fig. 1 is a schematic structural diagram of an anti-frost heaving system for a contact net column foundation according to embodiment 1 of the present invention.
In the figure: 10. a tube bottom sleeve; 11. a first spring joint; 12. a flexible filler; 20. freezing and drawing the steel tube; 21. a second spring joint; 22. a base; 25. a graduated scale; 30. a post outer sleeve; 40. a support post; 50. a flange plate; 60. a spring; 61. a spring sleeve; 62. a connecting rod; 70. a gravel layer.
Fig. 2 is a schematic diagram of a spring connection structure in an anti-frost heaving system of a contact net column foundation according to embodiment 1 of the present invention.
Fig. 3 is a schematic diagram of a base structure in an anti-frost heaving system of a contact net column foundation according to embodiment 1 of the present invention.
In the figure: 22. an annular ball seat; 23. and (3) rolling balls.
Fig. 4 is a schematic structural diagram of an anti-frost heaving system for a contact net column foundation according to embodiment 3 of the present invention.
Fig. 5 is a schematic diagram of a base structure in an anti-frost heaving system of a contact net column foundation according to embodiment 3 of the present invention.
In the figure: 22. a base; 23. and (3) rolling balls.
Detailed Description
In order to make the purpose and technical solutions of the embodiments of the present invention more clear, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. It will be apparent that the described embodiments are some, but not all, embodiments of the invention. All other embodiments, which can be made by a person skilled in the art without creative efforts, based on the described embodiments of the present invention fall within the protection scope of the present invention.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The meaning of "inside and outside" in the present invention means that the direction of the inside of the pointing device is inside with respect to the device itself, and vice versa, without specific limitation to the mechanism of the apparatus of the present invention.
"connected" as used herein means either a direct connection between components or an indirect connection between components via other components.
The invention is further illustrated below with reference to figures 1-5 in conjunction with the examples and drawings.
Example 1:
an anti-frost-heaving system of a contact net pillar foundation is shown in fig. 1-3, and comprises a pipe bottom sleeve 10, a frost-drawing steel pipe 20, a rolling structure, a pillar outer sleeve 30, a pillar 40, a flange plate 50 and a gravel layer 70;
the pipe bottom sleeve 10 is of a cylindrical structure, is made of stainless steel, is divided into two parts which are bilaterally symmetrical and fixedly connected through a bolt assembly, the bottom of the pipe bottom sleeve 10 is closed, a circular opening is formed in the top of the pipe bottom sleeve, first spring connectors 11 are installed on the periphery of the inner bottom of the pipe bottom sleeve 10, and 4 first spring connectors 11 are evenly installed on the periphery of the bottom in the embodiment;
the frozen-drawn steel tube 20 is integrally in a cylindrical structure, the frozen-drawn steel tube is formed by fixedly connecting two semicircular structures through bolts, the lower end of the frozen-drawn steel tube is inserted into the tube bottom sleeve 10 through an opening at the top of the tube bottom sleeve 10, the outer diameter of the frozen-drawn steel tube 20 in the frozen-drawn steel tube 20 is smaller than the inner diameter of the opening at the top of the tube bottom sleeve 10, second spring connectors 21 are arranged on the outer side of the part of the frozen-drawn steel tube 20, which is positioned in the tube bottom sleeve 10, and the installation positions and the number of the second spring connectors 21 correspond to those of the first spring connectors 11; the upper part of the frozen steel pipe 20 protrudes out of the ground line, scales are carved on the upper end, and scales 25 are marked on the scales;
the rolling structure is installed inside the frozen drawn steel tube 10 and comprises a base 22 and balls 23 installed on the base, in this embodiment, the base 22 is an annular ball seat, the annular ball seat is in an upper-lower two-layer structure, as shown in fig. 2, the rolling structure is fixed by bolts, a plurality of balls 23 are installed in the annular ball seat, the annular ball seat is horizontally and fixedly installed inside the frozen drawn steel tube 10, and a rubber buffer belt is installed in the annular ball seat; in this embodiment, the base 22 is uniformly provided with 5 groups from above and below;
the outer sleeve 30 of the support column is arranged in the frozen-drawn steel tube 10, and the outer side of the outer sleeve is contacted with the ball 23 in the rolling structure;
wherein, the support column 40, namely the concrete pile, is poured in the support column outer sleeve 30;
wherein, the flange 50 is arranged at the top of the support column 40 and connected with the support column outer sleeve 30 through threaded connection;
wherein, the gravel layer 70 is filled between the frozen-drawn steel tube 20 and the pile hole, and the upper part of the tube bottom sleeve 10; in this embodiment, the gravel layer is composed of gravel, medium sand and fine sand according to a weight ratio of 5:3:1 (mass ratio) is configured;
a spring connection assembly is installed between the first spring joint 11 in the bottom sleeve 10 and the second spring joint 21 at the lower end of the frozen pull steel pipe 20, wherein in the embodiment, the spring connection assembly comprises a spring 60, a spring sleeve 61 installed outside the spring, and connecting rods 62 installed at two ends of the spring, one end of each connecting rod 62 extends into the corresponding spring sleeve 61, the other end of each connecting rod 62 is connected with a corresponding spring joint, and a rubber sealing ring is installed at the joint of each connecting rod 62 and the corresponding spring sleeve 61;
wherein flexible filler 12 is filled around the spring connecting component and in the tube bottom sleeve 10; in this embodiment, the flexible filler 12 is prepared by mixing epoxy resin and sand gravel particles, wherein the ratio of epoxy resin to sand gravel particles is 6:4 (mass ratio); the specific components are as follows: 30 parts of epoxy resin, 20 parts of sand gravel particles, 8 parts of butadiene rubber, 5 parts of graphite powder and 6 parts of isocyanate are taken.
The preparation process of the contact net pillar foundation frost heaving prevention system in the embodiment comprises the following steps:
(1) Digging pile holes: excavating pile holes in seasonal frozen soil areas, setting specific depth according to construction requirements and local frozen soil layer conditions, paving waterproof geotechnical cloth after flattening the bottoms of the pile holes, paving sand gravel on the waterproof geotechnical cloth, and flattening the waterproof geotechnical cloth;
(2) And (3) assembling a rolling structure: the annular ball seat is divided into an upper layer structure and a lower layer structure, a plurality of balls 23 are firstly arranged on the lower layer of the annular ball seat, before the upper layer and the lower layer of the annular ball seat are assembled, a rubber buffer belt is stuck in the upper layer or the lower layer, then the upper layer and the lower layer are assembled, and the upper layer and the lower layer are fixedly connected through bolts, and five groups of rolling structures are prepared in the step;
(3) And (3) mounting the frozen drawn steel tube 20: assembling the frozen drawn steel tube 20, installing a rolling structure on the inner side of the frozen drawn steel tube 20, and welding a second spring joint 21 on the lower part of the frozen drawn steel tube 20;
(4) The pipe bottom sleeve 10 is installed: the pipe bottom sleeve 10 comprises two parts which are bilaterally symmetrical, a first spring joint 11 is welded on the inner side of the periphery of the pipe bottom sleeve 10, then a spring connecting assembly is assembled, two ends of the spring connecting assembly are respectively connected with a second spring joint 21 at the lower part of the frozen-drawn steel pipe 20 and the first spring joint 11 at the bottom of the pipe bottom sleeve 10, and then the two parts of the pipe bottom sleeve 10 are fixedly connected through a bolt assembly;
(5) Preparation of flexible filler 12: weighing 30 parts of epoxy resin, 20 parts of sand gravel particles, 8 parts of butadiene rubber, 5 parts of graphite powder and 6 parts of isocyanate (the parts by weight are all parts by weight) and putting into a container, uniformly mixing, standing at room temperature for 2 parts, preparing a flexible filling body 12, injecting the flexible filling body 12 into a sleeve 10 at the bottom of a pipe, and injecting the flexible filling body 12 into a gap between a frozen steel pipe 20 and the sleeve 10 at the bottom of the pipe in the embodiment;
(6) Placing the frozen and pulled steel pipe 20 and the pipe bottom sleeve 10: through the steps (4) and (5), the frozen-drawn steel tube 20 and the tube bottom sleeve 10 are assembled together, and the assembled frozen-drawn steel tube 20 and tube bottom sleeve 10 are placed in the pile hole excavated in the step (1);
(7) Preparation of the gravel layer 70: a layer of gravel 70 was prepared from gravel, medium sand and fine sand according to 5:3:1 (mass ratio) is configured, the gravel layer 10 is filled around the frozen drawn steel pipe 20 and the upper part of the pipe bottom sleeve 10, and gaps between the periphery of the frozen drawn steel pipe 20 and pile holes are filled;
(8) Post outer sleeve 30 assembly: the outer sleeve 30 of the support is assembled, in this embodiment, the outer sleeve 30 of the support is a cylindrical hollow tube, and is formed by welding and assembling two parts, and the outer sleeve 30 of the support is placed in the frozen-drawn steel tube 20 after the assembly is completed;
(9) The strut 40 is prepared: placing the reinforcement cage into the outer sleeve 30 of the support, and pouring concrete into the steel tube of the outer sleeve 30 of the support to prepare a concrete pile;
(10) After the support column 40 is formed, a flange plate 50 is arranged on the top of the support column 40, and the contact net support column foundation frost heaving prevention system can be prepared.
When in use, when the soil body bulges and generates a frost pulling force due to the frost expansion of seasonal frozen soil, the frost pulling force acts on the frost pulling steel pipe 20 outside the post outer sleeve 30, the frost pulling steel pipe 20 is forced to slide upwards, and the inner rolling structure slides relatively outside the post outer sleeve 30, so that the post outer sleeve 30 is prevented from being influenced by the frost pulling force; meanwhile, a spring connecting component is arranged between the frozen-drawn steel tube 20 and the tube bottom sleeve 10, a certain traction effect is provided for upward sliding of the frozen-drawn steel tube 20 under the action force of the spring 60, and a part of frozen-drawn force can be counteracted by the stress of the spring 60, so that the support column 40 is protected from the influence of the frozen-drawn force; when the frost heaving damage is finished and the thawing stage is carried out, the protection of the spring 60 can enable the frost heaving steel pipe 20 to be restored to the original position in the thawing stage after the frost heaving, so that the long-term use is utilized.
Example 2:
an anti-frost-heaving system of a contact net pillar foundation comprises a pipe bottom sleeve 10, a frost-drawing steel pipe 20, a rolling structure, a pillar outer sleeve 30, a pillar 40, a flange plate 50 and a gravel layer 70;
the pipe bottom sleeve 10 is of a cylindrical structure, is made of stainless steel, is divided into two parts which are bilaterally symmetrical and fixedly connected through welding, the bottom of the pipe bottom sleeve 10 is closed, a circular opening is formed in the top of the pipe bottom sleeve, first spring joints 11 are installed on the periphery of the inner bottom of the pipe bottom sleeve 10, and 4 first spring joints 11 are uniformly installed on the periphery of the bottom in the embodiment;
the frozen-drawn steel tube 20 is integrally in a cylindrical structure, the frozen-drawn steel tube is formed by fixedly connecting two semicircular structures through bolts, the lower end of the frozen-drawn steel tube is inserted into the tube bottom sleeve 10 through an opening at the top of the tube bottom sleeve 10, the outer diameter of the frozen-drawn steel tube 20 in the frozen-drawn steel tube 20 is smaller than the inner diameter of the opening at the top of the tube bottom sleeve 10, second spring connectors 21 are arranged on the outer side of the part of the frozen-drawn steel tube 20, which is positioned in the tube bottom sleeve 10, and the installation positions and the number of the second spring connectors 21 correspond to those of the first spring connectors 11; the upper part of the frozen steel pipe 20 protrudes out of the ground line, scales are carved on the upper end, and scales 25 are marked on the scales;
the rolling structure is installed inside the frozen drawn steel tube 10 and comprises a base 22 and balls 23 installed on the base, in this embodiment, the base 22 is an annular ball seat, the annular ball seat is of an upper-lower two-layer structure, a plurality of balls 23 are installed in the annular ball seat and fixed through a bolt assembly, and the annular ball seat is horizontally and fixedly installed inside the frozen drawn steel tube 10; in this embodiment, the base 22 is uniformly provided with 5 groups from above and below;
the outer sleeve 30 of the support column is arranged in the frozen-drawn steel tube 10, and the outer side of the outer sleeve is contacted with the ball 23 in the rolling structure;
wherein, the support column 40, namely the concrete pile, is poured in the support column outer sleeve 30;
wherein, the flange 50 is arranged at the top of the support column 40 and connected with the support column outer sleeve 30 through threaded connection;
wherein, the gravel layer 70 is filled between the frozen-drawn steel tube 20 and the pile hole, and the upper part of the tube bottom sleeve 10; in this embodiment, the gravel layer is composed of gravel, medium sand and fine sand according to a weight ratio of 5:3:1 (mass ratio) is configured;
a spring 60 is arranged between the first spring joint 11 in the pipe bottom sleeve 10 and the second spring joint 21 at the lower end of the frozen drawing steel pipe 20;
wherein, flexible filler 12 is filled around spring 60 and in tube bottom sleeve 10; in this embodiment, the flexible filler 12 is prepared by mixing epoxy resin and sand gravel particles, wherein the ratio of epoxy resin to sand gravel particles is 6:4 (mass ratio); the specific components are as follows: 30 parts of epoxy resin, 20 parts of sand gravel particles, 8 parts of butadiene rubber, 5 parts of graphite powder and 6 parts of isocyanate are taken.
The preparation process of the contact net pillar foundation frost heaving prevention system in the embodiment comprises the following steps:
(1) Digging pile holes: excavating pile holes in seasonal frozen soil areas, setting specific depth according to construction requirements and local frozen soil layer conditions, paving waterproof geotechnical cloth after flattening the bottoms of the pile holes, paving sand gravel on the waterproof geotechnical cloth, and flattening the waterproof geotechnical cloth;
(2) And (3) assembling a rolling structure: the annular ball seat is divided into an upper layer structure and a lower layer structure, a plurality of balls 23 are firstly arranged on the lower layer of the annular ball seat, before the upper layer and the lower layer of the annular ball seat are assembled, a rubber buffer belt is stuck in the upper layer or the lower layer, then the upper layer and the lower layer are assembled, and the upper layer and the lower layer are fixedly connected through bolts, and five groups of rolling structures are prepared in the step;
(3) And (3) mounting the frozen drawn steel tube 20: assembling the frozen drawn steel tube 20, installing a rolling structure on the inner side of the frozen drawn steel tube 20, and welding a second spring joint 21 on the lower part of the frozen drawn steel tube 20;
(4) The pipe bottom sleeve 10 is installed: the pipe bottom sleeve 10 comprises two parts which are bilaterally symmetrical, a first spring joint 11 is welded on the inner side of the periphery of the pipe bottom sleeve 10, and after the two ends of a spring 60 are respectively connected with the first spring joint 11 and the second spring joint, the two parts of the pipe bottom sleeve 10 are fixedly connected through welding;
(5) Preparation of flexible filler 12: weighing 30 parts of epoxy resin, 20 parts of sand gravel particles, 8 parts of butadiene rubber, 5 parts of graphite powder and 6 parts of isocyanate (the parts by weight are all parts by weight) and putting into a container, uniformly mixing, standing at room temperature for 2 parts, preparing a flexible filling body 12, injecting the flexible filling body 12 into a sleeve 10 at the bottom of a pipe, and injecting the flexible filling body 12 into a gap between a frozen steel pipe 20 and the sleeve 10 at the bottom of the pipe in the embodiment;
(6) Placing the frozen and pulled steel pipe 20 and the pipe bottom sleeve 10: through the steps (4) and (5), the frozen-drawn steel tube 20 and the tube bottom sleeve 10 are assembled together, and the assembled frozen-drawn steel tube 20 and tube bottom sleeve 10 are placed in the pile hole excavated in the step (1);
(7) Preparation of the gravel layer 70: a layer of gravel 70 was prepared from gravel, medium sand and fine sand according to 5:3:1 (mass ratio) is configured, the gravel layer 10 is filled around the frozen drawn steel pipe 20 and the upper part of the pipe bottom sleeve 10, and gaps between the periphery of the frozen drawn steel pipe 20 and pile holes are filled;
(8) Post outer sleeve 30 assembly: the outer sleeve 30 of the support is assembled, in this embodiment, the outer sleeve 30 of the support is a cylindrical hollow tube, and is formed by welding and assembling two parts, and the outer sleeve 30 of the support is placed in the frozen-drawn steel tube 20 after the assembly is completed;
(9) The strut 40 is prepared: placing the reinforcement cage into the outer sleeve 30 of the support, and pouring concrete into the steel tube of the outer sleeve 30 of the support to prepare a concrete pile;
(10) After the support column 40 is formed, a flange plate 50 is arranged on the top of the support column 40, and the contact net support column foundation frost heaving prevention system can be prepared.
Example 3:
the frost heaving prevention system for the support foundation of the overhead contact system comprises a pipe bottom sleeve 10, a frost heaving steel pipe 20, a rolling structure, a support outer sleeve 30, a support 40, a flange plate 50 and a gravel layer 70 as shown in fig. 4 and 5;
the pipe bottom sleeve 10 is of a cylindrical structure, is made of stainless steel, is divided into two parts which are bilaterally symmetrical and fixedly connected through a bolt assembly, the bottom of the pipe bottom sleeve 10 is closed, a circular opening is formed in the top of the pipe bottom sleeve, first spring connectors 11 are installed on the periphery of the inner bottom of the pipe bottom sleeve 10, and in the embodiment, 6 first spring connectors 11 are evenly installed on the periphery of the bottom of the pipe bottom sleeve;
the frozen-drawn steel tube 20 is integrally in a cylindrical structure, the frozen-drawn steel tube is formed by fixedly connecting two semicircular structures through bolts, the lower end of the frozen-drawn steel tube is inserted into the tube bottom sleeve 10 through an opening at the top of the tube bottom sleeve 10, the outer diameter of the frozen-drawn steel tube 20 in the frozen-drawn steel tube 20 is smaller than the inner diameter of the opening at the top of the tube bottom sleeve 10, second spring connectors 21 are arranged on the outer side of the part of the frozen-drawn steel tube 20, which is positioned in the tube bottom sleeve 10, and the installation positions and the number of the second spring connectors 21 correspond to those of the first spring connectors 11; the upper part of the frozen steel pipe 20 protrudes out of the ground line, scales are carved on the upper end, and scales 25 are marked on the scales;
the rolling structure is installed inside the frozen drawn steel tube 10, in this embodiment, the base of the rolling structure is vertically arranged, as shown in fig. 5, and is assembled by a symmetrical structure of a left part and a right part, and the base 22 is uniformly installed inside the frozen drawn steel tube at a certain interval, in this embodiment, 6 groups are arranged; wherein, an independent ball seat structure for accommodating the balls 23 is arranged on the base 22, in this embodiment, the ball seats are spherical space structures with a diameter larger than that of the balls 23, and each ball seat structure is internally provided with one ball 22, in this embodiment, 5 groups of independent ball seat structures are arranged; a rubber buffer belt is arranged on the inner side of the ball seat, and lubricating oil is added into the ball seat;
the outer sleeve 30 of the support column is arranged in the frozen-drawn steel tube 10, and the outer side of the outer sleeve is contacted with the ball 23 in the rolling structure;
wherein, the support column 40, namely the concrete pile, is poured in the support column outer sleeve 30;
wherein, the flange 50 is arranged at the top of the support column 40 and connected with the support column outer sleeve 30 through threaded connection;
wherein, the gravel layer 70 is filled between the frozen-drawn steel tube 20 and the pile hole, and the upper part of the tube bottom sleeve 10; in this embodiment, the gravel layer is composed of gravel, medium sand and fine sand according to a weight ratio of 5:3:1 (mass ratio) is configured;
a spring connection assembly is installed between the first spring joint 11 in the bottom sleeve 10 and the second spring joint 21 at the lower end of the frozen pull steel pipe 20, wherein in the embodiment, the spring connection assembly comprises a spring 60, a spring sleeve 61 installed outside the spring, and connecting rods 62 installed at two ends of the spring, one end of each connecting rod 62 extends into the corresponding spring sleeve 61, the other end of each connecting rod 62 is connected with a corresponding spring joint, and a rubber sealing ring is installed at the joint of each connecting rod 62 and the corresponding spring sleeve 61;
wherein flexible filler 12 is filled around the spring connecting component and in the tube bottom sleeve 10; in this embodiment, the flexible filler 12 is prepared by mixing epoxy resin and sand gravel particles, wherein the ratio of epoxy resin to sand gravel particles is 6:4 (mass ratio); the specific components are as follows: 42 parts of epoxy resin, 28 parts of sand gravel particles, 11 parts of butadiene rubber, 8 parts of graphite powder and 11 parts of isocyanate.
The preparation process of the contact net pillar foundation frost heaving prevention system in the embodiment comprises the following steps:
(1) Digging pile holes: excavating pile holes in seasonal frozen soil areas, setting specific depth according to construction requirements and local frozen soil layer conditions, paving waterproof geotechnical cloth after flattening the bottoms of the pile holes, paving sand gravel on the waterproof geotechnical cloth, and flattening the waterproof geotechnical cloth;
(2) And (3) assembling a rolling structure: in the embodiment, the base is composed of two structures (right and left opposite to the left side of the drawing) which are bilaterally symmetrical, a cover-closing fixed mounting mode is adopted during mounting, the ball 23 is placed in a hemispherical space of one of the structures, and then the two symmetrical structures are combined and fixedly connected through bolts;
(3) And (3) mounting the frozen drawn steel tube 20: assembling the frozen drawn steel tube 20, installing a rolling structure on the inner side of the frozen drawn steel tube 20, and welding a second spring joint 21 on the lower part of the frozen drawn steel tube 20;
(4) The pipe bottom sleeve 10 is installed: the pipe bottom sleeve 10 comprises two parts which are bilaterally symmetrical, a first spring joint 11 is welded on the inner side of the periphery of the pipe bottom sleeve 10, then a spring connecting assembly is assembled, two ends of the spring connecting assembly are respectively connected with a second spring joint 21 at the lower part of the frozen-drawn steel pipe 20 and the first spring joint 11 at the bottom of the pipe bottom sleeve 10, and then the two parts of the pipe bottom sleeve 10 are fixedly connected through a bolt assembly;
(5) Preparation of flexible filler 12: 42 parts of epoxy resin, 28 parts of sand gravel particles, 11 parts of butadiene rubber, 8 parts of graphite powder and 11 parts of isocyanate (the parts by weight are all parts) are weighed and put into a container, uniformly mixed, and kept stand at room temperature for 2 times to prepare a flexible filling body 12, and the flexible filling body 12 is injected into a sleeve 10 at the bottom of a pipe, and in the embodiment, the flexible filling body 12 is injected through a gap between a frozen-drawn steel pipe 20 and the sleeve 10 at the bottom of the pipe;
(6) Placing the frozen and pulled steel pipe 20 and the pipe bottom sleeve 10: through the steps (4) and (5), the frozen-drawn steel tube 20 and the tube bottom sleeve 10 are assembled together, and the assembled frozen-drawn steel tube 20 and tube bottom sleeve 10 are placed in the pile hole excavated in the step (1);
(7) Preparation of the gravel layer 70: a layer of gravel 70 was prepared from gravel, medium sand and fine sand according to 5:3:1 (mass ratio) is configured, the gravel layer 10 is filled around the frozen drawn steel pipe 20 and the upper part of the pipe bottom sleeve 10, and gaps between the periphery of the frozen drawn steel pipe 20 and pile holes are filled;
(8) Post outer sleeve 30 assembly: the outer sleeve 30 of the support is assembled, in this embodiment, the outer sleeve 30 of the support is a cylindrical hollow tube, and is formed by welding and assembling two parts, and the outer sleeve 30 of the support is placed in the frozen-drawn steel tube 20 after the assembly is completed;
(9) The strut 40 is prepared: placing the reinforcement cage into the outer sleeve 30 of the support, and pouring concrete into the steel tube of the outer sleeve 30 of the support to prepare a concrete pile;
(10) After the support column 40 is formed, a flange plate 50 is arranged on the top of the support column 40, and the contact net support column foundation frost heaving prevention system can be prepared.
Example 4:
the utility model provides a system of preventing frostbite of contact net pillar basis, includes pipe bottom sleeve 10, pulls out steel pipe 20, rolling structure, pillar outer tube 30, pillar 40, ring flange 50 and gravel layer 70, its concrete structure and connected mode with embodiment 3, the difference lies in:
the rolling structure is installed inside the frozen steel tube 10, the rolling structure comprises a base 22 and balls, the base 22 is an independent ball seat for accommodating one ball 23, the rolling structure is installed inside the frozen steel tube 10 in a scattered manner, the rolling structure is integrally spiral in the embodiment, the installation mode is a detachable connection mode, in particular to a horizontal slot is welded inside the frozen steel tube 10, and the bottom of the base 22 is horizontally inserted into the slot.
Wherein, the base is divided into two symmetrical parts, the ball 23 is firstly placed in one of the structures during installation, then the two symmetrical structures are combined, welded and fixed, and a rubber buffer belt is arranged in the base 22; corresponding horizontal slots are welded and fixed on the inner side of the frozen drawn steel tube 10, and the bottoms of the bases 22 are horizontally inserted into the slots.
Example 5:
the utility model provides an anti-frost-heaving system of contact net pillar basis, includes pipe bottom sleeve 10, pulls out steel pipe 20, rolling structure, pillar outer tube 30, pillar 40, ring flange 50 and gravel layer 70, and the same embodiment 1 is different in that:
the pipe bottom sleeve 10 is of a cylindrical structure, is made of stainless steel in the embodiment, and is divided into an upper cover and a base structure, the two structures are fixedly connected through welding, the bottom of the base of the pipe bottom sleeve 10 is closed, a circular opening is formed in the center of the upper cover, first spring connectors 11 are installed on the periphery of the inner bottom of the pipe bottom sleeve 10, and 6 first spring connectors 11 are uniformly installed on the periphery of the bottom in the embodiment;
wherein flexible filler 12 is filled around the spring connecting component and in the tube bottom sleeve 10; in this embodiment, the flexible filler 12 is prepared by mixing epoxy resin and sand gravel particles, wherein the ratio of epoxy resin to sand gravel particles is 6:4 (mass ratio); the specific components are as follows: 36 parts of epoxy resin, 24 parts of sand gravel particles, 6 parts of butadiene rubber, 7 parts of graphite powder and 8 parts of isocyanate.
The preparation process of the contact net pillar foundation frost heaving prevention system in the embodiment comprises the following steps:
(1) Digging pile holes: excavating pile holes in seasonal frozen soil areas, setting specific depth according to construction requirements and local frozen soil layer conditions, paving waterproof geotechnical cloth after flattening the bottoms of the pile holes, paving sand gravel on the waterproof geotechnical cloth, and flattening the waterproof geotechnical cloth;
(2) And (3) assembling a rolling structure: the annular ball seat is divided into an upper layer structure and a lower layer structure, a plurality of balls 23 are firstly arranged on the lower layer of the annular ball seat, before the upper layer and the lower layer of the annular ball seat are assembled, a rubber buffer belt is stuck in the upper layer or the lower layer, then the upper layer and the lower layer are assembled, and the upper layer and the lower layer are fixedly connected through bolts, and five groups of rolling structures are prepared in the step;
(3) And (3) mounting the frozen drawn steel tube 20: assembling the frozen drawn steel tube 20, installing a rolling structure on the inner side of the frozen drawn steel tube 20, and welding a second spring joint 21 on the lower part of the frozen drawn steel tube 20;
(4) The pipe bottom sleeve 10 is installed: welding a first spring joint 11 on the inner side of the periphery of the bottom of the tube bottom sleeve 10, assembling a spring connecting assembly, respectively connecting two ends of the spring connecting assembly to a second spring joint 21 at the lower part of the frozen-drawn steel tube 20 and the first spring joint 11 at the bottom of the tube bottom sleeve 10, sleeving an upper cover of the tube bottom sleeve 10 downwards from the top of the frozen-drawn steel tube 20, and then fixing the bottom of the tube bottom sleeve 10 and the upper cover by welding;
(5) Preparation of flexible filler 12: weighing 36 parts of epoxy resin, 24 parts of sand gravel particles, 6 parts of butadiene rubber, 7 parts of graphite powder and 8 parts of isocyanate (the parts by weight are all parts by weight) and putting into a container, uniformly mixing, standing at room temperature for 2 parts, preparing a flexible filling body 12, injecting the flexible filling body 12 into a sleeve 10 at the bottom of a pipe, and injecting the flexible filling body 12 into a gap between a frozen steel pipe 20 and the sleeve 10 at the bottom of the pipe in the embodiment;
(6) Placing the frozen and pulled steel pipe 20 and the pipe bottom sleeve 10: through the steps (4) and (5), the frozen-drawn steel tube 20 and the tube bottom sleeve 10 are assembled together, and the assembled frozen-drawn steel tube 20 and tube bottom sleeve 10 are placed in the pile hole excavated in the step (1);
(7) Preparation of the gravel layer 70: a layer of gravel 70 was prepared from gravel, medium sand and fine sand according to 5:3:1 (mass ratio) is configured, the gravel layer 10 is filled around the frozen drawn steel pipe 20 and the upper part of the pipe bottom sleeve 10, and gaps between the periphery of the frozen drawn steel pipe 20 and pile holes are filled;
(8) Post outer sleeve 30 assembly: the outer sleeve 30 of the support is assembled, in this embodiment, the outer sleeve 30 of the support is a cylindrical hollow tube, and is formed by welding and assembling two parts, and the outer sleeve 30 of the support is placed in the frozen-drawn steel tube 20 after the assembly is completed;
(9) The strut 40 is prepared: placing the reinforcement cage into the outer sleeve 30 of the support, and pouring concrete into the steel tube of the outer sleeve 30 of the support to prepare a concrete pile;
(10) After the support column 40 is formed, a flange plate 50 is arranged on the top of the support column 40, and the contact net support column foundation frost heaving prevention system can be prepared.
The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. An anti-frost-heaving system for a catenary strut foundation, comprising:
the bottom sleeve is positioned at the bottommost layer of the system and is of a cylinder or cube hollow structure, the bottom of the bottom sleeve is closed, the top of the bottom sleeve is provided with an opening, and a spring joint is arranged at the bottom inside the bottom sleeve;
the frozen-drawn steel tube is of a barrel structure, the bottom of the frozen-drawn steel tube is inserted into the tube bottom sleeve through an opening at the top of the tube bottom sleeve, and a spring connector is arranged on the outer side of a part of the frozen-drawn steel tube, which is positioned in the tube bottom sleeve;
the rolling structure is arranged on the inner side of the frozen drawing steel pipe and comprises a base and balls arranged on the base;
the support column outer sleeve is arranged inside the frozen-drawn steel tube and is contacted with the rolling structure;
the support is a concrete pile and is poured in the outer sleeve of the support;
the flange plate is arranged at the top of the concrete pile and connected with the outer sleeve of the support column through threaded connection;
the gravel layer is filled around the frozen-drawn steel tube, and the upper part of the tube bottom sleeve is provided with a gravel layer;
wherein:
and a spring is arranged between the spring connector at the bottom of the tube bottom sleeve and the spring connector at the lower end of the frozen-pulled steel tube.
2. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the base of the rolling structure is an annular ball seat, the rolling structure is fixedly installed on the inner side of the frozen steel pipe in parallel, the balls are installed in the annular ball seat, and a rubber buffer belt is installed on the inner side of the annular ball seat.
3. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the base is vertically arranged, is uniformly arranged on the inner side of the frozen steel tube at certain intervals, is provided with independent ball seats, each ball seat is internally provided with a ball, and the inner side of each independent ball seat is provided with a rubber buffer belt.
4. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the base is a ball seat, the ball seat is mounted on the inner side of the frozen steel tube in a scattered manner, the mounting mode is a detachable connection mode, and the balls are mounted in the ball seat.
5. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the spring is characterized in that a spring sleeve is arranged outside the spring, connecting rods are arranged at two ends of the spring, one end of each connecting rod is connected with a spring joint, the other end of each connecting rod stretches into the sleeve, and the joint of each connecting rod and the spring sleeve is subjected to sealing treatment.
6. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the gravel layer consists of gravel, medium sand and fine sand according to the following weight ratio of 5:3:1 are arranged.
7. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the flexible filling body is filled around the spring and in the sleeve at the bottom of the pipe and is prepared by mixing epoxy resin and sand gravel particles, wherein the mass ratio of the epoxy resin to the sand gravel particles is 6:4.
8. the catenary strut foundation frost heaving prevention system of claim 7, wherein: the flexible filler is prepared from the following components, by mass, 30-50 parts of epoxy resin, 20-30 parts of sand gravel particles, 5-12 parts of butadiene rubber, 3-12 parts of graphite powder and 5-12 parts of isocyanate.
9. The catenary strut foundation frost heaving prevention system of claim 1, wherein: the frozen drawing steel pipe is formed by fixedly connecting two semicircular structures through bolts, and scales are carved at the upper end of the frozen drawing steel pipe.
10. A process for preparing the catenary strut foundation frost heaving prevention system of claim 1, comprising the steps of:
(1) Digging pile holes: excavating pile holes in a seasonal frozen soil area, paving waterproof geotechnical cloth after flattening the bottoms of the pile holes, paving sand gravel on the waterproof geotechnical cloth, and flattening the waterproof geotechnical cloth;
(2) And (3) assembling a rolling structure: mounting the ball on the base;
(3) And (3) mounting a frozen drawing steel pipe: assembling the frozen drawn steel tube, mounting a rolling structure on the inner side of the frozen drawn steel tube, and welding a spring joint on the lower part of the frozen drawn steel tube;
(4) And (3) mounting a tube bottom sleeve: the pipe bottom sleeve is at least composed of two parts, wherein the upper part and the lower part are assembled or assembled left and right, the inner side of the periphery of the pipe bottom sleeve is welded with a spring joint, and after the spring is respectively connected with the spring joint of the frozen-drawn steel pipe and the spring joint at the bottom of the pipe bottom sleeve, each part of the pipe bottom sleeve is fixedly connected through a bolt assembly or welding;
(5) Preparing a flexible filling body: preparing a flexible filling body, and injecting the flexible filling body into the sleeve at the bottom of the pipe;
(6) Placing a frozen-drawn steel tube and a tube bottom sleeve: through the steps (4) and (5), the frozen-drawn steel tube and the tube bottom sleeve are assembled together, and the assembled frozen-drawn steel tube and tube bottom sleeve are placed in the pile hole excavated in the step (1);
(7) Preparing a gravel layer: preparing a gravel layer, and filling the gravel layer around the frozen drawn steel tube and at the upper part of the tube bottom sleeve;
(8) And (3) assembling a post outer sleeve: assembling the post outer sleeve and placing the post outer sleeve in the frozen-drawn steel tube;
(9) Preparing a support column: placing the reinforcement cage into a post outer sleeve, and pouring concrete into the post outer sleeve steel pipe to prepare a concrete pile, namely a post;
(10) And after the support is formed, installing a flange plate at the top of the concrete pile, and preparing the contact net support foundation frost heaving prevention system.
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| CN201811566806.1A CN109680705B (en) | 2018-12-21 | 2018-12-21 | Anti-frost heaving system for contact net pillar foundation and preparation process thereof |
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| CN201811566806.1A CN109680705B (en) | 2018-12-21 | 2018-12-21 | Anti-frost heaving system for contact net pillar foundation and preparation process thereof |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820786B (en) * | 2019-11-19 | 2021-04-23 | 青海大学 | Deep foundation structure for preventing freeze-thaw diseases in permafrost region |
| CN112664140B (en) * | 2020-12-25 | 2023-05-23 | 辽宁科技大学 | Blast hole water burst antifreezing method for highland alpine region |
| CN113089733A (en) * | 2021-04-28 | 2021-07-09 | 东北农业大学 | Anti frozen swelling destroys elastic pile basis |
| CN114687375B (en) * | 2022-04-10 | 2024-05-10 | 中广核新能源(宣城)有限公司 | Foundation structure of motor unit and construction method thereof |
| CN115142462A (en) * | 2022-06-30 | 2022-10-04 | 东北石油大学 | Solar panel support with frost heaving resistance |
| CN115059122B (en) * | 2022-07-01 | 2024-01-26 | 中国建筑第七工程局有限公司 | Pile foundation anti-freezing and anti-pulling device |
| CN115492169B (en) * | 2022-10-20 | 2023-03-17 | 中国科学院西北生态环境资源研究院 | Flexible anti-freezing pulling device and anti-freezing pulling method thereof |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2766528A1 (en) * | 2011-09-23 | 2014-08-20 | Norwind Installer AS | Template |
| CN207348083U (en) * | 2017-10-18 | 2018-05-11 | 山东美达建工集团股份有限公司 | A kind of damping vibrating type supporting device with steel structure |
| CN108240002A (en) * | 2018-01-31 | 2018-07-03 | 长沙理工大学 | A kind of foundation pile defroster and method |
| CN108589701A (en) * | 2018-03-17 | 2018-09-28 | 中交路桥建设有限公司 | The antifreeze cracking method of steel-pipe pile suitable for frost zone bridge subaqueous work |
| CN208009465U (en) * | 2018-03-14 | 2018-10-26 | 兰州有色冶金设计研究院有限公司 | Fill ball sleeve pile pile in miniature top |
| CN208251140U (en) * | 2018-05-30 | 2018-12-18 | 内蒙古大学 | A kind of Permafrost Area pole and tower foundation of the pull-type anti_freeze uplift of anchor |
| CN210013233U (en) * | 2018-12-21 | 2020-02-04 | 兰州交通大学 | Contact net pillar basis prevents frostbite and expands system |
-
2018
- 2018-12-21 CN CN201811566806.1A patent/CN109680705B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2766528A1 (en) * | 2011-09-23 | 2014-08-20 | Norwind Installer AS | Template |
| CN207348083U (en) * | 2017-10-18 | 2018-05-11 | 山东美达建工集团股份有限公司 | A kind of damping vibrating type supporting device with steel structure |
| CN108240002A (en) * | 2018-01-31 | 2018-07-03 | 长沙理工大学 | A kind of foundation pile defroster and method |
| CN208009465U (en) * | 2018-03-14 | 2018-10-26 | 兰州有色冶金设计研究院有限公司 | Fill ball sleeve pile pile in miniature top |
| CN108589701A (en) * | 2018-03-17 | 2018-09-28 | 中交路桥建设有限公司 | The antifreeze cracking method of steel-pipe pile suitable for frost zone bridge subaqueous work |
| CN208251140U (en) * | 2018-05-30 | 2018-12-18 | 内蒙古大学 | A kind of Permafrost Area pole and tower foundation of the pull-type anti_freeze uplift of anchor |
| CN210013233U (en) * | 2018-12-21 | 2020-02-04 | 兰州交通大学 | Contact net pillar basis prevents frostbite and expands system |
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