CN108277800B - Reinforced concrete pipe joint gravel pile with consolidated sand layer and construction method thereof - Google Patents
Reinforced concrete pipe joint gravel pile with consolidated sand layer and construction method thereof Download PDFInfo
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- CN108277800B CN108277800B CN201810030213.7A CN201810030213A CN108277800B CN 108277800 B CN108277800 B CN 108277800B CN 201810030213 A CN201810030213 A CN 201810030213A CN 108277800 B CN108277800 B CN 108277800B
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 118
- 239000004576 sand Substances 0.000 title claims abstract description 112
- 238000010276 construction Methods 0.000 title claims abstract description 40
- 239000010410 layer Substances 0.000 claims abstract description 129
- 239000004575 stone Substances 0.000 claims abstract description 51
- 239000002002 slurry Substances 0.000 claims abstract description 39
- 239000007787 solid Substances 0.000 claims abstract description 31
- 239000002689 soil Substances 0.000 claims abstract description 28
- 239000004568 cement Substances 0.000 claims abstract description 21
- 239000011241 protective layer Substances 0.000 claims abstract description 10
- 230000001681 protective effect Effects 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 28
- 239000010959 steel Substances 0.000 claims description 28
- 238000000034 method Methods 0.000 claims description 22
- 239000011083 cement mortar Substances 0.000 claims description 18
- 239000004567 concrete Substances 0.000 claims description 16
- 238000004140 cleaning Methods 0.000 claims description 15
- 229920003023 plastic Polymers 0.000 claims description 14
- 230000008569 process Effects 0.000 claims description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 238000005520 cutting process Methods 0.000 claims description 10
- 238000005553 drilling Methods 0.000 claims description 9
- 238000003825 pressing Methods 0.000 claims description 9
- 238000013461 design Methods 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 11
- 230000000149 penetrating effect Effects 0.000 abstract description 6
- 239000002699 waste material Substances 0.000 abstract description 4
- 239000004035 construction material Substances 0.000 abstract description 3
- 239000004744 fabric Substances 0.000 description 11
- 239000000463 material Substances 0.000 description 6
- 230000008901 benefit Effects 0.000 description 5
- 230000035699 permeability Effects 0.000 description 5
- 238000007596 consolidation process Methods 0.000 description 3
- 230000006872 improvement Effects 0.000 description 3
- 239000012466 permeate Substances 0.000 description 3
- 229920002457 flexible plastic Polymers 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 238000004064 recycling Methods 0.000 description 2
- 206010015866 Extravasation Diseases 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000036251 extravasation Effects 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000001179 sorption measurement Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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- Engineering & Computer Science (AREA)
- Structural Engineering (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)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the field of foundation treatment, is particularly suitable for soft soil foundation treatment engineering, in particular to a reinforced concrete pipe joint gravel pile with a consolidated sand layer and a construction method thereof, comprising a central pile body, wherein the outside of the central pile body is provided with the consolidated sand layer for improving the integrity of the pile body, and the outside of the consolidated sand layer is provided with a protective layer with protective effect, so that the cement paste can be effectively prevented from excessively penetrating into the sand layer, and the waste of construction materials is reduced; the pile foundation has good forming effect and high bearing performance, and can greatly improve the bearing capacity of foundation soil; the reinforced concrete pipe joint gravel pile with the consolidated sand layer can exert the bearing performance of the sand layer, so that the side friction resistance of the pile body is improved; meanwhile, the arrangement of the reinforced concrete pipe joint can play a certain constraint role on broken stone, play a role in improving the integrity of the pile foundation, and the arrangement of pile end slurry solid and pile Zhou Jiang solid can improve the bearing performance of the pile foundation.
Description
Technical Field
The invention relates to the field of foundation treatment, in particular to a reinforced concrete pipe joint gravel pile for a concretion sand layer and a construction method thereof, which are particularly suitable for soft soil foundation treatment engineering.
Background
The foundation in coastal areas has the characteristic of large water content, most of the foundations belong to soft soil foundations, and the thickness of part of the foundation sand layer can reach 3-5m and even thicker. Therefore, before building a geotechnical structure on a soft soil foundation, the foundation needs to be treated, and gravel piles are often used for treating the soft soil foundation in the engineering field. The existing gravel pile construction method is similar to the present patent in three kinds, namely, the traditional gravel grouting pile, the cloth bag concrete pipe gravel grouting pile and the like.
The gravel pile has a replacement effect, so that the shearing resistance of the foundation can be improved; meanwhile, the water permeability of broken stone can be exerted, the soil body consolidation is accelerated, and the foundation strength is improved. On the other hand, the conventional gravel pile has many problems that when the foundation in coastal areas or harbor areas is treated, the sand layer is thicker and has a larger adsorption effect on cement slurry, and when the cement slurry is injected into gravel, the cement slurry can largely infiltrate into the peripheral sand layer, so that not only is the material wasted, but also the pile forming quality of the gravel pile is affected, and diseases such as pile breakage, necking and the like are easy to occur, so that good economic and technical benefits cannot be exerted.
For the foundation in coastal areas or ports, which is a special construction environment, many companies or individuals in society have made many improvements:
for example, in the patent document with application number 201410216197.2, a construction technique of firstly pore-forming and then implanting bag gravel piles is mentioned, which mainly comprises: drilling holes at the designed positions of the piles by using a hole forming machine, hoisting the assembled pile tips, geotechnical cloth bags and grouting pipes to the bottoms of the pile holes, filling broken stones, and grouting. Although the method can effectively prevent cement paste from excessively penetrating into surrounding sand layers, the difficulty in the construction process is that gravels are filled into the cloth bags, the cloth bags are flattened due to water or slurry in pile holes, the pressure of the water or slurry is higher as the depth is larger, the gravels cannot be spread out and cannot sink when the gravels are filled into the cloth bags, if the gravels are filled while sinking pile tips, the phenomenon of treading holes is easily caused by disturbance on hole walls, and the construction efficiency is extremely low; therefore, the construction difficulty is high in specific construction, the conditions of substandard construction and the like easily occur in the actual construction process, the economic benefit is very poor, and the popularization value is low.
In addition, for example, patent application No. 201410348059.X also mentions a pile of reinforced concrete pipe crushed stone with water permeability wrapped outside, which mainly uses prefabricated pile tips to press the pipe pile into the foundation, and at the same time the pipe pile is wrapped with geotextile bags. However, the pile is inconvenient to press by the pipe pile sleeved into the geotechnical cloth bag during construction, the geotechnical cloth bag and the geotechnical cloth bag are easy to damage during pile pressing, and the pile cannot sink along with the pipe pile, so that the effect of preventing the blocking of the permeable holes cannot be achieved, and the drainage effect of the pile body is greatly reduced; if the foundation has a sand layer, the mortar can excessively permeate into the surrounding sand layer through the damaged cloth bag, so that the material is seriously wasted; meanwhile, the method is provided with a pre-pressing period, and the construction period is long; in addition, most geotechnical cloth bags use woven bags, the surfaces of the geotechnical cloth bags are smooth, so that the friction resistance of the pile body side is small, and the bearing capacity of the pile body is low, so that the technical economic benefit is poor, and the problems can not be well solved.
In summary, the improvement of the construction of the foundation in coastal areas or harbors, which is a special construction environment, can achieve an improvement effect to a certain extent, but the problems of excessive penetration of cement slurry into the sand layer in the construction process, poor bearing performance of the pile foundation after construction and the like still cannot be well solved, and obviously, the existing gravel pile cannot more effectively meet engineering requirements.
Disclosure of Invention
The reinforced concrete pipe joint gravel pile for the consolidated sand layer and the construction method thereof provided by the invention can effectively prevent cement mortar from penetrating into surrounding sand layers and reduce the waste of construction materials; the pile foundation forming effect is good, the bearing performance is high, meanwhile, the foundation soil bearing capacity can be greatly improved, engineering requirements are more effectively met, and the problems in the prior art are solved.
The technical scheme adopted by the invention for solving the technical problems is as follows: a reinforced concrete pipe joint gravel pile with a concreted sand layer comprises a central pile body, wherein a concreted sand layer for improving the integrity of the central pile body is arranged on the outer side of the central pile body, and a protective layer with a protective effect is arranged on the outer side of the concreted sand layer.
The bottom of the protective layer may be lower than the bottom of the consolidated sand layer.
The center pile body comprises a gravel pile body formed by pouring cement mortar and gravel, and a reinforced concrete pipe structure layer is fixedly sleeved on the outer side of the gravel pile body.
The concrete pipe structure layer comprises a plurality of reinforced concrete pipe joints which are clamped with each other; and the bottom of the bottommost concrete pipe joint is clamped with a pile shoe.
The top and the bottom of the reinforced concrete pipe joint are respectively provided with a socket and a spigot which are used for being matched with adjacent reinforced concrete pipe joints or pile shoes, the reinforced concrete pipe joint is annular, the inner diameter is 500-1200mm, the wall thickness is 1/10 of the inner diameter, the end part is respectively provided with the spigot and the socket, the socket of the lower layer is inserted into the socket of the upper layer, and cement mortar is arranged on the pressed surfaces of the spigot and the socket; the top of the pile shoe is provided with a convex socket matched with the socket of the reinforced concrete pipe joint, and the bottom of the pile shoe is provided with a cutting edge; the pile shoe is annular, and the inner diameter and the thickness of the pile shoe are the same as those of the reinforced concrete pipe section; the reinforced concrete pipe joint in the sand layer range is formed by prefabricating permeable concrete, the compressive strength of the inner design of the permeable concrete is not lower than 20MPa, and the permeability coefficient is not lower than 2mm/s.
The pile shoe is characterized in that pile end slurry solids are arranged at the bottom of the pile shoe, the pile end slurry solids are formed by cement slurry solids, and a pile periphery slurry solid is arranged at the outer side of a part of adjacent reinforced concrete pipe joints.
A plurality of reserved grouting holes are formed in the end part of the part of reinforced concrete pipe joint at intervals along the circumference of the end part, and grouting hoses are arranged in each grouting hole; and grouting holes are reserved on part of reinforced concrete pipe joints, 3-4 grouting holes are reserved on each pipe joint, grouting hoses are embedded in the grouting holes, the grouting hoses are flexible plastic hoses, the ends of the plastic hoses do not extend out of the outer sides of the pipe walls, but the inner sides of the plastic hoses are exposed for 30-50mm, and the plastic hoses are connected with grouting pipes in broken stones in the pipe joints.
The broken stone is positioned in the reinforced concrete pipe section, a grouting pipe is reserved in the reinforced concrete pipe section, one grouting pipe is reserved in the center of the broken stone, 3-4 grouting pipes are reserved at the periphery of the broken stone, the positions of the grouting pipes are consistent with those of the exposed plastic hose ends in the reinforced concrete pipe section, and the grouting pipes can be recycled or buried in the pile body.
The concreting sand layer is around the water permeable reinforced concrete pipe section and is concreted by cement paste, the diameter of the concreting sand layer is 500-1000mm larger than that of the pile body, the concreting sand layer is concreted by cement paste, and the thickness of the concreting sand layer is consistent with the depth of the sand layer in foundation soil.
The protective layer is a steel protective cylinder and can be recycled.
And (3) arranging embedded steel bars in the gravel pile, wherein the steel bars use HPB335 threaded steel bars.
Cement mortar is arranged on the contact surface of the reinforced concrete pipe joint and the pile shoe and on the contact surface of the adjacent reinforced concrete pipe joints.
A construction method of a reinforced concrete pipe joint gravel pile for consolidating a sand layer comprises the following steps:
s1: pore-forming: forming holes in the mud guard wall to the designed depth by using a drilling machine, wherein the aperture in the sand layer range is the same as the outer diameter of the reinforced concrete pipe joint, and a steel guard cylinder with the same size is arranged, and the aperture at the bottom is reduced by 5-10cm;
s2: pile sinking: connecting the reinforced concrete pipe joints with the prefabricated pile shoes, aligning the pile positions, pressing the reinforced concrete pipe joints and the pile shoes into pile holes by using a static pressure pile machine, enabling the pile shoes to cut soil and sink, connecting the reinforced concrete pipe joints section by section in the pile sinking process, simultaneously connecting grouting pipes at the edge parts with reserved grouting hoses, and continuously adjusting the verticality of the piles and pile frames until the reinforced concrete pipe joints are pressed into soil layers until the design elevation is reached;
s3: cleaning slurry: extracting earthwork generated by cutting soil in the pile sinking process along with mud in the reinforced concrete pipe section;
s4: filling broken stone: inserting a grouting pipe in the central position of the reinforced concrete pipe joint, and then pouring broken stone into the reinforced concrete pipe joint until the designed height is reached;
s5: secondary hole cleaning: injecting water into the broken stone through a grouting pipe at the center of the pile body to perform secondary hole cleaning, cleaning residual slurry in the pile hole until clear water overflows from the top of the pile head, and continuously compacting and sinking the broken stone in the hole cleaning process, wherein broken stone is continuously refilled;
s6: grouting under pressure: grouting is carried out to the pile end through the grouting pipe to form pile end grouting solid, the grouting pipe is continuously lifted to grouting into the broken stone until cement paste overflows from the broken stone at the pile head, grouting is carried out to the outer side of the reinforced concrete pipe joint through the grouting pipe around the broken stone according to the grouting progress, and pile periphery grouting solid is formed;
s7: reinforcing a sand layer: and (3) pressing a steel pile casing with the diameter 500-1000mm larger than that of the central pile body in the sand layer, inserting 3-4 grouting pipes into the sand layer outside the pile, grouting into the sand layer until cement slurry uniformly overflows from the surface of the sand layer.
The construction method of the reinforced concrete pipe joint gravel pile for the consolidated sand layer further comprises the following steps: along with the sinking of the reinforced concrete pipe joint, grouting pipes around the broken stone are continuously installed, the grouting pipes use steel pipes, a three-way joint or a two-way joint is arranged at a reserved grouting hole position, and the joints are respectively and flexibly connected with a plastic hose.
The invention has the beneficial effects that the steel casing can effectively prevent cement mortar from excessively penetrating into surrounding sand layers, and reduce the waste of construction materials; the pile foundation has good forming effect and high bearing performance, and can greatly improve the bearing capacity of foundation soil; the reinforced concrete pipe joint gravel pile with the consolidated sand layer can exert the bearing performance of the sand layer, so that the side friction resistance of the pile body is improved; meanwhile, the arrangement of the reinforced concrete pipe joint can play a certain constraint role on broken stone, play a role in improving the integrity of the pile foundation, and the arrangement of pile end slurry solid and pile Zhou Jiang solid can improve the bearing performance of the pile foundation; not only can the bearing capacity of foundation soil be improved, but also the pile forming quality can be ensured.
1. The invention relates to a method for solidifying a sand layer to enable the sand layer in a foundation and a pile body to be solidified into a whole, so that the integrity of a gravel pile is improved.
2. The steel pile casing with the diameter larger than that of the pile body is arranged in the sand layer, so that the cement mortar is effectively prevented from penetrating into the surrounding sand layer, and the pile forming method has good benefits of ensuring pile forming quality and saving materials.
3. The permeable concrete pipe joint is arranged in the sand layer, so that a small amount of cement paste in broken stone can permeate into the surrounding sand layer, the pipe joint and the sand layer can be better fixedly combined into a whole, and the bearing performance of the sand layer is fully exerted.
4. The pile end slurry solid and the pile Zhou Jiang solid can increase the pile end bearing capacity and the pile periphery friction resistance of the gravel pile, thereby achieving the effect of improving the pile body bearing capacity.
5. The arrangement of the reinforced concrete pipe joint can effectively avoid the quality problems of necking, hole collapse and the like which are easy to occur in the traditional gravel pile, and meanwhile, cement mortar is arranged at the faucet of the adjacent pipe joint, so that the integrity of the pipe joint can be improved.
Drawings
FIG. 1 is a schematic view of a reinforced concrete pipe section gravel pile with a consolidated sand layer after pressure grouting according to the invention;
FIG. 2 is a schematic illustration of a reinforced concrete pipe section of the present invention;
FIG. 3 is a schematic cross-sectional view of a shoe of the present invention;
FIG. 4 is a schematic cross-sectional view of a reinforced concrete pipe section gravel pile of the present invention with a consolidated sand layer;
FIG. 5 is a schematic view of a construction flow of a reinforced concrete pipe section gravel pile of the present invention with a consolidated sand layer;
in the figure: 1. reinforced concrete pipe joints; 2. a socket; 3. a socket; 4. grouting holes; 5. Pile shoe; 6. Pile tip slurry solids; 7. grouting pipe; 8. pile periphery slurry solids; 9. Concreting the pile body by broken stone; 10. breaking stone; 11. pile holes; 12. a steel pile casing; 13. slurry; 14. embedding reinforcing steel bars; 15. foundation soil; 16. consolidating the sand layer; 17. a blade foot; 18. a sand layer; 19. cement mortar; 20. a plastic hose; 21. a male socket.
Detailed Description
In order to clearly illustrate the technical features of the present solution, the present invention will be described in detail below with reference to the following detailed description and the accompanying drawings.
The manufacturing process and transportation of precast reinforced concrete pipe joints and pile boots, transportation of broken stones and the like are not tired in the embodiment, and the embodiment of the invention related to the structure is mainly described.
FIG. 1 is a schematic view of a reinforced concrete pipe section gravel pile with a consolidated sand layer after pressure grouting according to the invention; FIG. 2 is a schematic illustration of a reinforced concrete pipe section of the present invention; FIG. 3 is a schematic cross-sectional view of a shoe of the present invention; fig. 4 is a schematic cross-sectional view of a reinforced concrete pipe section gravel pile of the present invention with a consolidated sand layer. A consolidated sand layer reinforced concrete pipe section gravel pile as shown with reference to figures 1-4 comprises essentially: the reinforced concrete pipe joint 1, the pile shoe 5, the pile end slurry solid 6, the pile periphery slurry solid 8, the broken stone consolidation pile body 9 and the consolidation sand layer 16.
1-5, a reinforced concrete pipe joint gravel pile with a consolidated sand layer comprises a central pile body, wherein a consolidated sand layer for improving the integrity of the pile body is arranged on the outer side of the central pile body, and a protective layer with a protective effect is arranged on the outer side of the consolidated sand layer; the central pile body can play a role in positioning and bearing, but is faced to a special construction environment such as a foundation in coastal areas or harbor areas, if the structure is simply designed, the condition of the extravasation of cement mortar cannot be effectively prevented, and meanwhile, the pile forming quality and bearing capacity of the later-stage gravel pile cannot be ensured; therefore, the protection layer is arranged, the gravel pile is isolated from an external sand layer through the protection layer, then a solidified sand layer is formed through grouting, and the gravel pile is protected and prevented from seepage through the middle positioning and bearing and the external protection layer, and the middle solidified sand layer is fixed, so that the integrity of the whole gravel pile can be ensured.
The bottom of the protective layer may be lower than the bottom of the consolidated sand layer; the arrangement that the bottommost part of the protective layer is lower than the consolidated sand layer can effectively enlarge the protective range and improve the quality during construction and the pile forming stability after construction.
The center pile body comprises a gravel pile which is formed by pouring cement mortar and gravel, and a reinforced concrete pipe structure layer is fixedly sleeved on the outer side of the gravel pile; the reinforced concrete pipe structural layer can play a role in fixing and limiting internal broken stones.
The concrete pipe structure layer comprises a plurality of reinforced concrete pipe joints 1 which are clamped with each other; the bottom of the bottommost concrete pipe joint 1 is clamped with a pile shoe 5; the pile shoe is arranged, so that the downward soil cutting resistance in post pile sinking can be reduced.
The top and the bottom of the reinforced concrete pipe joint 1 are respectively provided with a socket 2 and a spigot 3 which are used for being matched with the adjacent reinforced concrete pipe joint 1 or pile shoe 5, the reinforced concrete pipe joint 1 is annular, the inner diameter is 500-1200mm, the wall thickness is 1/10 of the inner diameter, the end part is respectively provided with the spigot 3 and the socket 2, the socket 2 of the lower layer is inserted into the socket 3 of the upper layer, and cement mortar is arranged on the pressed surfaces of the socket 3 and the socket 2; the top of the pile shoe 5 is provided with a convex socket 21 which is matched with the bell mouth 3 of the reinforced concrete pipe joint 1, the bottom of the pile shoe 5 is provided with a cutting edge 17, and the cutting edge 17 of the pile shoe 5 can reduce the downward soil cutting resistance in post pile sinking; the pile shoe 5 is annular, and the inner diameter and the thickness are the same as those of the reinforced concrete pipe joint 1; the reinforced concrete pipe joint 1 in the sand layer is formed by prefabricating permeable concrete, the compressive strength of the inner design of the permeable concrete is not lower than 20MPa, and the permeability coefficient is not lower than 2mm/s.
The bottom of the pile shoe 5 is provided with pile end slurry solid 6, the pile end slurry solid 6 is formed by cement slurry solid, and the outer side of a part of adjacent reinforced concrete pipe joints 1 is provided with a pile circumference slurry solid 8; the direct firmness of the connected reinforced concrete pipe joints 1 can be reinforced through the pile periphery slurry solids 8, and the stability of the whole structure is ensured.
A plurality of reserved grouting holes 4 are formed in the end part of the reinforced concrete pipe joint 1 at intervals along the circumference of the end part, and grouting hoses are arranged in each grouting hole 4; and a grouting hole 4 is reserved on part of the reinforced concrete pipe joint 1, 3-4 grouting holes 4 are reserved in each joint of pipe, a grouting hose is embedded in each grouting hole 4, the grouting hose is a flexible plastic hose, the end of the plastic hose does not extend out of the outer side of the pipe wall, but the inner side of the plastic hose is exposed for 30-50mm, and the plastic hose is connected with the grouting pipe 7 in broken stone in the reinforced concrete pipe joint 1.
The broken stone is positioned in the reinforced concrete pipe joint 1, a grouting pipe 7 is reserved in the reinforced concrete pipe joint, one grouting pipe is reserved in the center of the broken stone, 3-4 grouting pipes are reserved at the periphery of the broken stone, the positions of the grouting pipes are consistent with those of the exposed plastic hose ends inside and outside the reinforced concrete pipe joint 1, and the grouting pipe 7 can be recycled or buried in a pile body to play a role of reinforcing.
The concretion sand layer 16 is positioned around the water-permeable reinforced concrete pipe joint 1, is concreted by injecting cement slurry into the sand layer, has a diameter which is 500-1000mm larger than that of the pile body, and the thickness of the concretion sand layer 16 is consistent with the depth of the sand layer in foundation soil.
The protective layer is a steel protective cylinder 12; the steel casing 12 can isolate the entire gravel pile from the external sand layer, thereby effectively providing a relatively stable environment for construction and reducing the quality problems and material waste caused by cement mortar infiltration during construction.
And embedded steel bars 14 are arranged in the gravel pile, HPB335 thread steel bars are used as the steel bars, and the integrity of the connection between the pile body and the upper structure is enhanced.
Cement mortar is arranged on the contact surface of the reinforced concrete pipe joint 1 and the pile shoe and the contact surface of the adjacent reinforced concrete pipe joint 1; the firmness in connection is enhanced.
The concrete implementation mode of the reinforced concrete pipe joint gravel pile for consolidating the sand layer is described below by taking the reinforced concrete pipe joint with the inner diameter of 800mm and the wall thickness of 80mm as an example.
The required reinforced concrete pipe joint 1, pile shoe 5 and the like are manufactured in advance according to the design elevation and the thickness of the sand layer before site construction. After the construction site is cleaned, construction paying-off is carried out, pile positions are determined, and the reinforced concrete pipe joint 1, construction equipment and various materials enter the site in time.
Firstly, drilling by using a drilling machine with the diameter of 1000mm, wherein the drilling depth is consistent with the thickness of a sand layer, arranging a steel casing 12 with the diameter of 1000mm in the range of the sand layer to prevent hole collapse, and then continuing drilling by using the drilling machine with the diameter of 800 mm. The pile shoe 5 is connected with the reinforced concrete pipe joint 1, the bell mouth 3 of the first section of reinforced concrete pipe joint 1 is sleeved on the convex type socket 21 on the pile shoe 5, the pressed surfaces of the bell mouth 3 and the socket 2 are coated with cement mortar 19, and the cement mortar is marked as M10. The reinforced concrete pipe joint 1 and the pile shoe 5 are cut together by using pile pressing machinery to sink, the soil cutting thickness is 8cm, and the grouting pipe 7 is connected with the reserved plastic hose 20 in the sinking process, so that the follow-up grouting construction is facilitated. The grouting pipe 7 adopts a steel pipe, the inner diameter is 3cm, each section of grouting pipe is 2m long, and a three-way joint is arranged on the grouting pipe 7 at the position of the plastic hose 20.
The reinforced concrete pipe joint 1 in the sand layer is prefabricated by using permeable concrete, wherein the compressive strength of the inner design of the permeable concrete is not lower than 20MPa, and the permeability coefficient is not lower than 2mm/s.
After the construction of the reinforced concrete pipe joint 1 is finished, the slurry 13 in the pile hole 11 is pumped out, the grouting pipe 7 is placed in the center of the pile hole 11, the grouting pipe 7 extends to the bottom of the pile hole 11, and then the broken stone 10 is poured into the pile hole 11.
Finally grouting the crushed stone 10 at the pressure of 0.4-0.8MPa, and continuously lifting the grouting pipe 7. The steel pile casing 12 with phi of 2000mm is pressed into the sand layer 18 during grouting, the length of the steel pile casing 12 is consistent with the thickness of the sand layer 18, 3 grouting pipes 7 are inserted into the sand layer 18 in the steel pile casing 12, grouting is performed to the pressure in the sand layer 18, and the grouting pressure is controlled to be 0.4-0.8MPa.
The construction of the reinforced concrete pipe joint gravel pile of the concreted sand layer is carried out by adopting a static pressure method, and the main construction process is as follows:
1. preparation before construction: prefabricating required reinforced concrete pipe joints 1 and pile shoes 5 in factories according to design requirements; the field is cleared, and mechanical approach is carried out;
2. pore-forming: forming holes on a mud retaining wall to a designed depth by using a drilling machine in a soil layer, wherein the aperture in the range of a sand layer is the same as the outer diameter of a reinforced concrete pipe joint 1, a steel retaining cylinder 12 with the same size is arranged, the aperture at the bottom is reduced by 5-10cm, namely, the aperture at the bottom is simultaneously 5-10cm larger than the aperture at the bottom, and the steel retaining cylinder 12 is arranged in the thickness range of the sand layer 18;
3. pile driver is in place and pile sinking is carried out: connecting the reinforced concrete pipe joint 1 with the prefabricated pile shoe 5, aligning the pile position, pressing the reinforced concrete pipe joint 1 and the pile shoe 5 into a pile hole by using a static pressure pile machine, sinking the pile shoe 5 into soil, connecting the reinforced concrete pipe joints 1 section by section in the pile sinking process, simultaneously connecting a grouting pipe 7 at the edge with a reserved grouting hose, and continuously adjusting the verticality of the pile and a pile frame until the reinforced concrete pipe joint 1 is pressed into a soil layer until the design elevation is reached;
4. cleaning slurry: extracting the earthwork generated by cutting soil in the pile sinking process along with the slurry in the reinforced concrete pipe joint 1;
5. filling broken stone: inserting a grouting pipe 7 in the central position of the reinforced concrete pipe joint 1, and then pouring broken stone into the reinforced concrete pipe joint 1 until the designed height is reached; shifting the pile driving machine, moving the pile driving machine to the next pile point, and repeating the steps;
6. secondary hole cleaning: injecting water into the broken stone through a grouting pipe at the center of the pile body to perform secondary hole cleaning, cleaning residual slurry 13 in the pile hole until clear water overflows from the top of the pile head, and continuously compacting and sinking the broken stone in the hole cleaning process, wherein broken stone is continuously replenished;
7. grouting under pressure: grouting is carried out to the pile end through a grouting pipe 7 to form pile end grouting solid 6, grouting is carried out to the broken stone through the grouting pipe until cement paste overflows from the broken stone at the pile head, grouting is carried out to the outer side of the reinforced concrete pipe joint 1 through the grouting pipe around the broken stone according to the grouting progress to form pile periphery grouting solid 8 until cement paste overflows from the broken stone at the pile head, and then the grouting pipe 7 is pulled out for recycling;
8. reinforcing a sand layer: and (3) pressing a steel pile casing 12 with the diameter 500-1000mm larger than that of the central pile body into the sand layer, inserting 3-4 grouting pipes into the sand layer outside the pile, grouting into the sand layer until cement slurry uniformly overflows from the surface of the sand layer, and forming a consolidated sand layer 16.
The construction method of the reinforced concrete pipe joint gravel pile for the consolidated sand layer further comprises the following steps: along with the sinking of the reinforced concrete pipe joint 1, the grouting pipe 7 around the broken stone is continuously installed, the grouting pipe 7 uses a steel pipe, a three-way joint or a two-way joint is arranged at a reserved grouting hole position, and the joints are respectively and flexibly connected with a plastic hose, so that the recycling is convenient.
The pile foundation disclosed by the invention has a good forming effect and high bearing performance, and can greatly improve the bearing capacity of foundation soil; the reinforced concrete pipe joint gravel pile with the consolidated sand layer can avoid excessive penetration of cement paste into the sand layer, fully exert the bearing performance of the sand layer and improve the side friction resistance of the pile body; meanwhile, the arrangement of the reinforced concrete pipe joint can play a certain constraint role on broken stone, play a role in improving the integrity of the pile foundation, and the arrangement of pile end slurry solid and pile Zhou Jiang solid can improve the bearing performance of the pile foundation; not only can the bearing capacity of foundation soil be improved, but also the pile forming quality can be ensured.
The invention relates to a method for solidifying a sand layer to enable the sand layer in a foundation and a pile body to be solidified into a whole, so that the integrity of a gravel pile is improved.
The steel pile casing 12 with the diameter larger than that of the pile body is arranged in the sand layer, so that the cement mortar is effectively prevented from penetrating into the surrounding sand layer, and the pile forming method has good benefits of ensuring pile forming quality and saving materials.
The permeable concrete pipe joint 1 is arranged in the sand layer, so that a small amount of cement paste in broken stone can permeate into the surrounding sand layer, the pipe joint and the sand layer can be better fixedly combined into a whole, and the bearing performance of the sand layer is fully exerted.
The pile end slurry solid 6 and the pile Zhou Jiang solid 8 can increase the pile end bearing capacity and the pile periphery friction resistance of the gravel pile, thereby achieving the effect of improving the pile body bearing capacity.
The arrangement of the reinforced concrete pipe joint 1 can effectively avoid the quality problems of necking, hole collapse and the like which are easy to occur in the traditional gravel pile, and meanwhile, the cement mortar is arranged at the joint socket 3 of the adjacent pipe joint, so that the integrity of the pipe joint can be improved.
The above embodiments are not to be taken as limiting the scope of the invention, and any alternatives or modifications to the embodiments of the invention will be apparent to those skilled in the art and fall within the scope of the invention.
The present invention is not described in detail in the present application, and is well known to those skilled in the art.
Claims (2)
1. The reinforced concrete pipe joint gravel pile for the consolidated sand layer comprises a central pile body, wherein a consolidated sand layer for improving the integrity of the pile body is arranged on the outer side of the central pile body, and a protective layer with a protective effect is arranged on the outer side of the consolidated sand layer; the bottom of the protective layer is lower than the bottom of the consolidated sand layer; the center pile body comprises a gravel pile formed by solidifying cement mortar and gravel, and a reinforced concrete pipe structure layer is fixedly sleeved on the outer side of the gravel pile; the concrete pipe structure layer comprises a plurality of reinforced concrete pipe joints which are clamped with each other; the bottom of the bottommost concrete pipe joint is clamped with a pile shoe; the top and the bottom of the reinforced concrete pipe joint are respectively provided with a socket and a bell mouth which are used for being matched with the adjacent reinforced concrete pipe joint or pile shoe; the top of the pile shoe is provided with a convex socket matched with the socket of the reinforced concrete pipe joint, and the bottom of the pile shoe is provided with a cutting edge; pile end slurry solids are arranged at the bottom of the pile shoe; a pile peripheral slurry solid is arranged at the outer side of a part of adjacent reinforced concrete pipe joints; a plurality of reserved grouting holes are formed in the end part of the part of reinforced concrete pipe joint at intervals along the circumference of the end part, and grouting hoses are arranged in each grouting hole; the construction method of the reinforced concrete pipe joint gravel pile of the consolidated sand layer comprises the following steps: s1: pore-forming: forming holes in the mud guard wall to the designed depth by using a drilling machine, wherein the aperture in the sand layer range is the same as the outer diameter of the reinforced concrete pipe joint, and a steel guard cylinder with the same size is arranged, and the aperture at the bottom is reduced by 5-10cm;
s2: pile sinking: connecting the reinforced concrete pipe joints with the prefabricated pile shoes, aligning the pile positions, pressing the reinforced concrete pipe joints and the pile shoes into pile holes by using a static pressure pile machine, enabling the pile shoes to cut soil and sink, connecting the reinforced concrete pipe joints section by section in the pile sinking process, simultaneously connecting grouting pipes at the edge parts with reserved grouting hoses, and continuously adjusting the verticality of the piles and pile frames until the reinforced concrete pipe joints are pressed into soil layers until the design elevation is reached;
s3: cleaning slurry: extracting earthwork generated by cutting soil in the pile sinking process along with mud in the reinforced concrete pipe section;
s4: filling broken stone: inserting a grouting pipe in the central position of the reinforced concrete pipe joint, and then pouring broken stone into the reinforced concrete pipe joint until the designed height is reached;
s5: secondary hole cleaning: injecting water into the broken stone through a grouting pipe at the center of the pile body to perform secondary hole cleaning, cleaning residual slurry in the pile hole until clear water overflows from the top of the pile head, and continuously compacting and sinking the broken stone in the hole cleaning process, wherein broken stone is continuously refilled;
s6: grouting under pressure: grouting is carried out to the pile end through the grouting pipe to form pile end grouting solid, the grouting pipe is continuously lifted to grouting into the broken stone until cement paste overflows from the broken stone at the pile head, grouting is carried out to the outer side of the reinforced concrete pipe joint through the grouting pipe around the broken stone according to the grouting progress, and pile periphery grouting solid is formed;
s7: reinforcing a sand layer: and (3) pressing a steel pile casing with the diameter 500-1000mm larger than that of the central pile body in the sand layer, inserting 3-4 grouting pipes into the sand layer outside the pile, grouting into the sand layer until cement slurry uniformly overflows from the surface of the sand layer.
2. A consolidated sand layer reinforced concrete pipe section gravel pile according to claim 1, further comprising the construction steps of: along with the sinking of the reinforced concrete pipe joint, grouting pipes around the broken stone are continuously installed, the grouting pipes use steel pipes, a three-way joint or a two-way joint is arranged at a reserved grouting hole position, and the joints are respectively and flexibly connected with a plastic hose.
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| CN201810030213.7A CN108277800B (en) | 2018-01-12 | 2018-01-12 | Reinforced concrete pipe joint gravel pile with consolidated sand layer and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110258542B (en) * | 2019-06-15 | 2020-12-08 | 武汉中力岩土工程有限公司 | Soft soil foundation reinforcing method based on cement concrete cored pile |
| CN110952530A (en) * | 2019-12-17 | 2020-04-03 | 中交路桥建设有限公司 | Gravel pile for soft soil foundation |
| CN114658023B (en) * | 2022-03-25 | 2024-01-16 | 中电建路桥集团有限公司 | Highway large-diameter ultra-long pile group and construction method thereof |
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| JPH03257215A (en) * | 1990-03-07 | 1991-11-15 | Matsuzawa Kiko:Kk | Pile constructing method |
| CN2104880U (en) * | 1991-04-01 | 1992-05-20 | 顾尧章 | Pile made of sand and crushed stone |
| CN202039355U (en) * | 2011-04-19 | 2011-11-16 | 陈东曙 | Sand filling composite pile and pile forming device thereof |
| CN102747724A (en) * | 2011-04-19 | 2012-10-24 | 陈东曙 | Sand-filled composite pile, pile forming device and pile forming method |
| CN104131555A (en) * | 2014-07-21 | 2014-11-05 | 冠鲁建设股份有限公司 | Covered water-permeable reinforced concrete pipe gravel grouting pile and construction method thereof |
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| JPH03257215A (en) * | 1990-03-07 | 1991-11-15 | Matsuzawa Kiko:Kk | Pile constructing method |
| CN2104880U (en) * | 1991-04-01 | 1992-05-20 | 顾尧章 | Pile made of sand and crushed stone |
| CN202039355U (en) * | 2011-04-19 | 2011-11-16 | 陈东曙 | Sand filling composite pile and pile forming device thereof |
| CN102747724A (en) * | 2011-04-19 | 2012-10-24 | 陈东曙 | Sand-filled composite pile, pile forming device and pile forming method |
| CN104131555A (en) * | 2014-07-21 | 2014-11-05 | 冠鲁建设股份有限公司 | Covered water-permeable reinforced concrete pipe gravel grouting pile and construction method thereof |
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