CN112176992A - Construction method of manual hole digging pile and manual hole digging pile - Google Patents
Construction method of manual hole digging pile and manual hole digging pile Download PDFInfo
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- CN112176992A CN112176992A CN202011088561.3A CN202011088561A CN112176992A CN 112176992 A CN112176992 A CN 112176992A CN 202011088561 A CN202011088561 A CN 202011088561A CN 112176992 A CN112176992 A CN 112176992A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
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Abstract
The application provides a construction method of a manual hole digging pile and the manual hole digging pile, wherein the construction method comprises the steps of digging a pile hole section; installing a reinforcing mesh: installing a reinforcing mesh along the inner wall of the pile hole section, wherein the upper end of the reinforcing mesh is provided with a plurality of first reinforcing steel bar sections extending upwards, and the lower end of the reinforcing mesh is provided with a plurality of second reinforcing steel bar sections extending downwards; welding the reinforcing mesh of two adjacent pile hole sections: welding a first reinforcing steel bar section of the reinforcing steel bar net in the pile hole section and a second reinforcing steel bar section of the reinforcing steel bar net in the adjacent pile hole section; installing a protective cylinder: installing a pile casing in the pile hole section, forming a concrete pouring area between the pile casing and the inner wall of the pile hole section, and positioning a reinforcing mesh in the concrete pouring area; pouring concrete: pouring concrete into the concrete pouring area to form a reinforced concrete retaining wall; excavating the hole section of the next section of pile: and (5) removing the pile casing, and excavating the next section of pile hole section. The construction method can effectively improve the connection stability between the retaining walls of the two adjacent pile hole sections.
Description
Technical Field
The application relates to the technical field of engineering construction, in particular to a construction method of a manual hole digging pile and the manual hole digging pile.
Background
The manual hole digging pile is a reinforced concrete pile adopting manual digging and field pouring, and is widely applied to the field of building and traffic foundation engineering because the construction of the manual hole digging pile is flexible, the construction method is simple, and the manual hole digging pile can adapt to different geological conditions.
The diameter of general manual hole digging pile is great, need exert the dado structure in order to prevent that pile week soil layer from collapsing at the stake hole inner wall in the excavation stake hole in-process, guarantees construction excavation personnel's safety. Traditional stake hole dado structure adopts the segmentation mode of pouring more, and the segmentation mode of pouring is: when in construction, one section of retaining wall is poured into each section of pile hole, and the excavation of the next section of pile hole is continued after the retaining wall has formed the preset strength, so that the process is circulated until the whole pile hole is excavated. However, the joint of the upper and lower two sections of retaining walls of the existing manual hole digging pile is not firmly connected, and particularly when the pile hole is excavated in a water-rich stratum, the water stopping effect is limited at the joint, so that leakage is easy to occur, the subsequent excavation of the pile hole and the treatment of slag removal at the bottom of the hole are influenced, and the overall construction progress is delayed.
Disclosure of Invention
The embodiment of the application aims to provide a construction method of a manual hole digging pile and the manual hole digging pile, and the construction method can effectively improve the connection stability between the retaining walls of two adjacent pile hole sections.
The embodiment of the application provides a construction method of a manual hole digging pile, which comprises the following steps: excavating a section of pile hole section; installing a reinforcing mesh: installing the reinforcing mesh along the inner wall of the pile hole section, wherein the upper end of the reinforcing mesh is provided with a plurality of first reinforcing steel bar sections extending upwards, and the lower end of the reinforcing mesh is provided with a plurality of second reinforcing steel bar sections extending downwards; welding the reinforcing mesh of two adjacent pile hole sections: welding the first reinforcing steel bar section of the reinforcing steel bar net in the pile hole section and a second reinforcing steel bar section of the reinforcing steel bar net in an adjacent previous pile hole section; installing a protective cylinder: installing a pile casing in the pile hole section, wherein a concrete pouring area is formed between the pile casing and the inner wall of the pile hole section, and the reinforcing mesh is positioned in the concrete pouring area; pouring concrete: pouring concrete into the concrete pouring area to form a reinforced concrete retaining wall; excavating the hole section of the next section of pile: and removing the pile casing, and excavating the next section of pile hole section.
In the implementation process, the first reinforcing steel bar section and the second reinforcing steel bar section are respectively arranged at the upper end and the lower end of the reinforcing steel bar net, so that the welding of the reinforcing steel bar nets in two adjacent pile hole sections can be realized, the welding of two adjacent reinforcing steel bar nets can be realized by welding the first reinforcing steel bar section of the reinforcing steel bar net in the current pile hole section and the second reinforcing steel bar section of the reinforcing steel bar net in the adjacent last pile hole section, and the integrity of the finally completed reinforced concrete retaining wall structure in the whole pile hole can be effectively improved.
In a possible implementation manner, the steel bar mesh comprises a plurality of hoop reinforcements arranged at intervals up and down and a plurality of longitudinal steel bars connected to the hoop reinforcements at intervals; each longitudinal steel bar extends out of the uppermost part of the hoop reinforcement to form the first steel bar section, and extends out of the lowermost part of the hoop reinforcement to form the second steel bar section.
In the implementation process, the structure of the steel bar mesh adopting the transverse hoop reinforcement and the longitudinal reinforcement connection shape is stable, the first steel bar section and the second steel bar section are extended from the hoop reinforcement directly penetrating through the two ends of the longitudinal reinforcement, so that the first steel bar section and the second steel bar section are integrally formed with the steel bar mesh body, the stability of connection of the two steel bar meshes is favorably enhanced when two adjacent steel bar meshes are welded, and the integrity of a reinforced concrete retaining wall structure in the whole pile hole finally completed is improved.
In a possible implementation manner, the reinforcing mesh is arranged along the inner wall of the pile hole section, and specifically comprises: and hoisting the plurality of hoop stirrups and the plurality of longitudinal steel bars into the pile hole section, and connecting the plurality of hoop stirrups and the plurality of longitudinal steel bars in the pile hole section to form the steel bar mesh.
In the implementation process, compared with the mode of assembling and forming the reinforcing mesh and integrally hoisting the pile feeding hole section, the installation of the reinforcing mesh is realized by adopting the mode of respectively hoisting and then integrally assembling, the hoisting difficulty can be reduced, and the construction efficiency is improved.
In one possible implementation, after installing the casing and before pouring the concrete, the method further comprises: driving a grouting anchor bar row: the slip casting stock row includes a plurality of slip casting stock, every the slip casting stock is squeezed into through the insertion hole on the pile casing in the inner wall of stake hole section, it is a plurality of the slip casting stock is followed the inner wall circumference array setting in stake hole.
In one possible implementation, after the concrete is poured and before the next pile hole section is excavated, the method further includes: grouting outside the wall: injecting cement slurry into each grouting anchor rod: sealing the grouting anchor rod: and after cement paste is injected, injecting cement mortar into each grouting anchor rod to seal the grouting opening of the grouting anchor rod.
In the implementation process, the grouting anchor rods are driven into the soil layer around the pile and grouting is carried out to form the cement reinforced soil sealing ring, so that the strength of the soft soil layer around the pile can be effectively improved, the deformation resistance of the soft soil layer can be improved, the formed cement reinforced soil sealing ring can also improve the seepage-proofing capacity of the soil layer around the pile, and the reinforced concrete protective wall can be effectively protected. The grouting hole of the grouting anchor rod is sealed through injected cement mortar, so that cement mortar can be prevented from flowing into the pile hole from the grouting hole in a reverse flow mode, and meanwhile, later-stage underground water can be prevented from flowing into the pile body through the grouting hole.
In one possible implementation, the driving grouting bolt row specifically includes: and horizontally or obliquely downwards penetrating each grouting anchor rod through the pile casing and driving the grouting anchor rods into the inner wall of the pile hole section.
In the implementation process, when the anchor rod is horizontally driven, the grouting influence range of the grouting anchor rod is mainly the soil layer in the current pile hole section. When the pile is obliquely driven downwards, the grouting influence range of the grouting anchor rod comprises a partial soil layer in the current pile hole section and a partial soil layer in the next pile hole section, the action effect is similar to that of advanced grouting, the pile hole section which is not excavated in the next section can be pre-supported and seepage-proof and sealed, and the engineering problems of pile hole collapse, excessive water seepage and the like which possibly occur in the excavation process are effectively prevented.
In one possible implementation, the driving grouting bolt row specifically includes: and driving a plurality of rows of grouting anchor rod rows into the inner wall of the pile hole section at intervals up and down.
In one possible implementation, the grouting anchor rows located below the predetermined height of the pile hole section in the plurality of rows of grouting anchor rows are driven obliquely downward into the inner wall of the pile hole section, and the grouting anchor rows exceeding the predetermined height of the pile hole section are driven horizontally into the inner wall of the pile hole section.
In one possible implementation, the predetermined height is in a range of 1/4-1/2 of the pile hole section.
The application also provides the artificial dug pile formed by the construction method of the artificial dug pile in any embodiment.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments of the present application will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and that those skilled in the art can also obtain other related drawings based on the drawings without inventive efforts.
Fig. 1 is a flowchart of a construction method of an artificial dug pile according to an embodiment of the present disclosure;
fig. 2 is a structural view illustrating installation of a reinforcement mesh, a pile casing and a grouting anchor rod in a construction process of a manual bored pile according to an embodiment of the present disclosure;
fig. 3 is a structural diagram of a casing according to an embodiment of the present disclosure;
fig. 4 is a structural diagram of a pile hole according to an embodiment of the present disclosure;
fig. 5 is a structural diagram of a grouting anchor rod according to an embodiment of the present application.
Icon: 100-pile hole section; 200-reinforcing mesh; 210-a first rebar segment; 220-a second rebar segment; 300-protecting the cylinder; 230-hoop reinforcement; 240-longitudinal steel bars; 400-grouting anchor rod row; 410-grouting anchor rod; 310-ring sheet structure; 320-insertion holes; 420-grouting holes; 500-reinforced concrete dado.
Detailed Description
The technical solutions in the embodiments of the present application will be described below with reference to the drawings in the embodiments of the present application.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures. Meanwhile, in the description of the present application, the terms "first", "second", and the like are used only for distinguishing the description, and are not to be construed as indicating or implying relative importance.
The embodiment of the application provides a construction method of a manual hole digging pile, which can effectively improve the connection stability between the retaining walls of two adjacent pile hole sections 100, prevent leakage at the joint, avoid influencing the excavation of subsequent pile holes and the treatment of hole bottom slag removal, and prolong the overall construction progress, and the method shown in fig. 1 comprises the following steps:
Specifically, the construction of the manual hole digging pile adopts a segmented mode, when in construction, when one section of pile hole section 100 is dug, one section of retaining wall is poured, and after the retaining wall forms a preset strength, the excavation of the next section of pile hole section 100 is continued, so that the process is circulated until the excavation of the whole pile hole is completed. The excavation of a section of pile hole section 100 may refer to any section of pile hole section 100 in the process of segmental excavation.
Optionally, the depth of the pile hole section 100 is 0.8m to 1.2m, and preferably, the depth of the pile hole section 100 is 1 m.
Alternatively, the pile hole positioning may be performed before the first section of pile hole section 100 is excavated, and the surrounding formation condition, the ground water level height and whether the grouting condition is satisfied are determined, and the pile hole is excavated after the grouting condition is determined to be satisfied.
Optionally, after excavating a section of the pile hole section 100, the dregs at the bottom of the pile are cleaned and the bottom of the pile is leveled.
And (120) installing the mesh reinforcement 200, specifically, installing the mesh reinforcement 200 along the inner wall of the pile hole segment 100, wherein the mesh reinforcement 200 is provided at the upper end thereof with a plurality of first reinforcement segments 210 extending upward, and the mesh reinforcement 200 is provided at the lower end thereof with a plurality of second reinforcement segments 220 extending downward.
In step 130, the mesh reinforcements 200 of two adjacent pile hole sections 100 are welded, specifically, the first reinforcement section 210 of the mesh reinforcement 200 in the pile hole section 100 and the second reinforcement section 220 of the mesh reinforcement 200 in the adjacent pile hole section 100 are welded.
In the above implementation process, the welding of two adjacent reinforcing steel meshes 200 is implemented by welding the first reinforcing steel bar section 210 of the reinforcing steel mesh 200 in the current pile hole section 100 and the second reinforcing steel bar section 220 of the reinforcing steel mesh 200 in the adjacent previous pile hole section 100, so that the structural integrity of the final reinforced concrete retaining wall 500 in the whole pile hole can be effectively improved.
In one possible implementation, as shown in fig. 2, the mesh reinforcement 200 includes a plurality of hoop reinforcements 230 spaced above and below each other, and a plurality of longitudinal reinforcements 240 connected to the hoop reinforcements 230 at intervals; the portion of each longitudinal reinforcement bar 240 extending beyond the uppermost hoop reinforcement bar 230 is a first reinforcement bar segment 210 and the portion extending beyond the lowermost hoop reinforcement bar 230 is a second reinforcement bar segment 220.
In the implementation process, the reinforcing mesh 200 in the shape of connecting the transverse hoop reinforcement 230 and the longitudinal reinforcement 240 is adopted to have a stable structure, and the first reinforcement section 210 and the second reinforcement section 220 directly penetrate through the hoop reinforcement 230 at the two ends from the longitudinal reinforcement 240, so that the first reinforcement section 210 and the second reinforcement section 220 are integrally formed with the reinforcing mesh 200, which is beneficial to enhancing the connection stability of the two reinforcing meshes 200 when two adjacent reinforcing meshes 200 are welded, and further improving the structural integrity of the reinforced concrete retaining wall 500 in the finally completed whole pile hole.
The outer diameter of the hoop reinforcement 230 is set to be equal to or slightly less than the inner diameter of the pile hole, so that the mesh reinforcement 200 can be fitted to the inner wall of the pile hole segment 100.
In one possible implementation, the mesh reinforcement 200 is installed along the inner wall of the pile bore section 100 by suspending a plurality of hoop reinforcement bars 230 and a plurality of longitudinal reinforcement bars 240 into the pile bore section 100 and then connecting the plurality of hoop reinforcement bars 230 and the plurality of longitudinal reinforcement bars 240 within the pile bore section 100 to form the mesh reinforcement 200.
In the implementation process, compared with the mode of assembling and molding the reinforcing mesh 200 and then integrally hoisting the pile-entering hole section 100, the installation of the reinforcing mesh 200 is implemented in the form of respectively hoisting and then integrally assembling, so that the hoisting difficulty can be reduced, and the construction efficiency can be improved.
Specifically, the circumferential stirrup 230 and the longitudinal steel bar 240 can be connected by welding or binding.
Optionally, the longitudinal steel bars 240 may adopt twisted steel bars with a diameter of 15mm to 20mm, so as to improve the tensile and compressive properties of the subsequently formed whole reinforced concrete retaining wall 500 structure; the hoop reinforcement 230 can be smooth round steel bar with the diameter of 5 mm-10 mm, and mainly plays a role in connecting and fixing the longitudinal steel bar 240. If the depth of each pile hole section 100 is set to 1m, the length of each longitudinal steel bar 240 in the mesh reinforcement 200 may be set to 1.2m, and the circumferential arrangement interval of the plurality of longitudinal steel bars 240 may be set to 10 ° to 20 °. The first hoop reinforcement 230 is arranged from 0.1m below the top of the longitudinal reinforcement 240, and 11 hoop reinforcements 230 are arranged at intervals of 0.1m downward, so that the first reinforcement section 210 and the second reinforcement section 220 with a length of 0.1m are left at the two ends of the mesh reinforcement 200.
And 140, installing the pile casing 300, namely installing the pile casing 300 in the pile hole section 100, forming a concrete pouring area between the pile casing 300 and the inner wall of the pile hole section 100, and positioning the reinforcing mesh 200 in the concrete pouring area.
As shown in fig. 3, the casing 300 may be made of steel, the casing 300 has an annular three-dimensional structure, the cross section of the casing is circular with different diameters, the upper part of the casing 300 has the smallest diameter and the lower part has the largest diameter, and the longitudinal section of the casing is an equilateral trapezoid, the specific size of which can be determined according to the excavation diameter of the pile hole.
The protective cylinder 300 is prefabricated and formed in a processing plant, can be prefabricated into a ring sheet-shaped structure 310, and is provided with corresponding limiting grooves and limiting blocks on a connecting edge to realize splicing and installation. The installation of the casing 300 may specifically be accomplished by hanging the ring-shaped structure 310 into the pile hole section 100 and splicing and assembling the ring-shaped structure into the pile hole section 100. An insertion hole 320 of a grouting anchor rod 410 is reserved at a corresponding position of the casing 300, and the anchor rod is correspondingly inserted into the casing 300 from the insertion hole 320 and combined with the casing 300.
The main function of the installation casing 300 is to provide an inner formwork to form a concrete pouring area, thereby realizing concrete pouring molding. The casing 300 can be removed after the concrete is poured, molded and solidified, and can be recycled.
As shown in fig. 5, the grouting bolt 410 may be a hollow floral tube grouting bolt 410 or other grouting bolt 410, and the grouting bolt 410 may be made of a common steel material, and the length of the grouting bolt cannot easily exceed 100cm or 2/3 of the diameter of the pile hole, so as to facilitate driving and constructing in the pile hole. The diameter of the anchor rod can be set within the range of 40 mm-50 mm. Considering that the construction space in the pile hole is limited, one end of the grouting anchor rod 410 can be arranged to be in a pointed shape, so that the resistance of the grouting anchor rod 410 to be driven into the soil around the pile can be reduced, and the use of manual drilling and large driving equipment is avoided. The different length departments in surface of slip casting stock 410 reserve out the circular slip casting hole 420 that multirow diameter is about 1cm, can guarantee that high-pressure thick liquid can permeate to in the stake peri soil layer fast, promote slip casting efficiency and slip casting quality.
The interval that a plurality of slip casting stock 410 circumference array was arranged can set up in the scope of 20 ~ 40, and specific interval can arrange according to the condition of stake surrounding soil layer, and when the stake surrounding soil layer is comparatively weak, ground water level is higher, can suitably encrypt the interval that arranges of slip casting stock 410 circumference array, otherwise can suitably relax and arrange the interval to promote the economic nature of engineering.
In one possible implementation, each grout anchor 410 is driven horizontally or diagonally downward through casing 300 into the inner wall of pile bore section 100.
In the above implementation process, when the pile is horizontally driven, the grouting influence range of the grouting anchor rod 410 is mainly the soil layer in the current pile hole section 100. When the pile is driven downwards in an inclined mode, the grouting influence range of the grouting anchor rod 410 comprises a part of soil layer in the current pile hole section 100 and a part of soil layer in the next pile hole section 100, the action effect is similar to that of advanced grouting, the effects of pre-supporting and seepage-proofing sealing can be achieved on the next un-excavated pile hole section 100, and the engineering problems of pile hole collapse, excessive water seepage and the like which possibly occur in the excavation process are effectively prevented.
The larger the oblique downward driving angle of the grouting anchor rod 410 is, the larger the reinforcing range of the influence on the next excavation section during grouting is, the more obvious the pre-support effect is, but the larger the pre-support effect is, otherwise, the reinforcing effect on the soil layer of the excavation section cannot be achieved, the reinforcing range is limited along the radial direction, and the included angle between the driving direction of the grouting anchor rod 410 and the horizontal direction is generally limited to be not more than 45 degrees.
Optionally, one or more rows of grouting anchor bars 400 may be driven into each section of pile hole section 100, and when one row of grouting anchor bars 400 is driven into each section of pile hole section 100, the longitudinal arrangement point of the grouting anchor bars 400 may be selected at the midpoint of the depth of the excavated section, so as to uniformly reinforce the soil layer.
In a possible implementation manner, when the soil around the pile is very weak, in order to sufficiently reinforce the soil around the pile, a plurality of rows of grouting anchor rod rows 400 may be disposed in each section of the pile hole section 100, and the plurality of rows of grouting anchor rod rows 400 are driven into the inner wall of the pile hole section 100 at intervals up and down.
Alternatively, the longitudinal distance between rows is preferably not less than 0.5 m.
In a possible implementation manner, the grouting anchor rows 400 below the predetermined height of the pile hole section 100 in the multiple rows of grouting anchor rows 400 are obliquely and downwards driven into the inner wall of the pile hole section 100, and the grouting anchor rows 400 above the predetermined height of the pile hole section 100 are horizontally driven into the inner wall of the pile hole section 100.
In one possible implementation, the predetermined height ranges from 1/4-1/2 of the pile hole segment 100.
In one possible implementation, after the row of grouting bolts 400 is driven, the mesh reinforcement 200 is fixedly connected to each grouting bolt 410, and specifically, the grouting bolts 410 may be welded or tied to the mesh reinforcement 200 to improve the connection between the grouting bolts 410 and the mesh reinforcement 200, thereby improving the integrity of the grouting bolts 410 and the mesh reinforcement 200 and the subsequent concrete-formed retaining wall after the grouting is completed.
And 160, pouring concrete, specifically pouring concrete into the concrete pouring area to form the reinforced concrete retaining wall 500.
And 170, grouting outside the wall, specifically, injecting cement slurry into each grouting anchor rod 410.
In the above steps, the grouting anchor rods 410 are driven into the soil around the pile and grouting is performed to form the cement reinforced soil sealing ring, so that the strength of the soft soil around the pile can be effectively improved, the deformation resistance of the soft soil can be improved, the formed cement reinforced soil sealing ring can also improve the seepage-proofing capability of the soil around the pile, and the reinforced concrete retaining wall 500 can be effectively protected. After concrete is poured, grouting is carried out in the anchor rod, and cement paste can be effectively prevented from permeating into the inner side of the pile hole.
In the above steps, the grout is injected into the grout injection port of the grout injection anchor rod 410 to seal the grout injection port, so that the grout can be prevented from flowing back into the pile hole from the grout injection port, and meanwhile, the groundwater can be prevented from flowing into the pile body from the grout injection port in the later period.
And 190, excavating the next section of pile hole section 100, specifically, dismantling the pile casing 300 and excavating the next section of pile hole section 100.
After the reinforced concrete retaining wall 500 has a certain strength, the pile casing 300 can be removed and reused, and the next pile hole section 100 is dug.
In summary, as shown in fig. 1 and 4, the casing 300 is provided to form a pouring channel, the steel mesh 200 is disposed in the pouring channel, concrete is poured into the pouring channel to form the reinforced concrete retaining wall 500, the grouting anchor rod 410 is driven into the soil around the pile through the insertion hole 320 of the casing 300, and cement slurry is injected into the grouting anchor rod 410 by using a grouting machine to improve the strength, the seepage prevention capability and the deformation resistance of the soft soil around the pile, so that the reinforced concrete retaining wall 500 can be effectively protected. And the pre-supporting effect on the next excavation section can be formed by adjusting the insertion angle of the grouting anchor rod 410, so that a good construction environment is created for excavation of the pile hole, and the safety of the engineering is improved. Meanwhile, after the cement slurry is solidified, the cement slurry is tightly connected with the grouting anchor rod 410, and the grouting anchor rod 410 and the reinforced concrete retaining wall 500 structure form an integral structure through embedding, welding or binding, so that the contact effect of the side wall of the pile hole and the soil layer around the pile can be obviously improved by adopting the construction method, and a good external condition is provided for bearing a pile foundation under poor geology.
The above description is only an example of the present application and is not intended to limit the scope of the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application. It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
The above description is only for the specific embodiments of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present application, and shall be covered by the scope of the present application. Therefore, the protection scope of the present application shall be subject to the protection scope of the claims.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
Claims (10)
1. A construction method of a manual hole digging pile is characterized by comprising the following steps:
excavating a section of pile hole section;
installing a reinforcing mesh: installing the reinforcing mesh along the inner wall of the pile hole section, wherein the upper end of the reinforcing mesh is provided with a plurality of first reinforcing steel bar sections extending upwards, and the lower end of the reinforcing mesh is provided with a plurality of second reinforcing steel bar sections extending downwards;
welding the reinforcing mesh of two adjacent pile hole sections: welding the first reinforcing steel bar section of the reinforcing steel bar net in the pile hole section and a second reinforcing steel bar section of the reinforcing steel bar net in an adjacent previous pile hole section;
installing a protective cylinder: installing a pile casing in the pile hole section, wherein a concrete pouring area is formed between the pile casing and the inner wall of the pile hole section, and the reinforcing mesh is positioned in the concrete pouring area;
pouring concrete: pouring concrete into the concrete pouring area to form a reinforced concrete retaining wall;
excavating the hole section of the next section of pile: and removing the pile casing, and excavating the next section of pile hole section.
2. The construction method of an artificial dug pile according to claim 1, wherein the reinforcing mesh comprises a plurality of hoop reinforcements arranged at intervals up and down and a plurality of longitudinal reinforcements connected to the hoop reinforcements at intervals;
each longitudinal steel bar extends out of the uppermost part of the hoop reinforcement to form the first steel bar section, and extends out of the lowermost part of the hoop reinforcement to form the second steel bar section.
3. The construction method of a manual dug pile according to claim 2, wherein the reinforcing mesh is provided along an inner wall of the pile hole section, and specifically comprises:
and hoisting the plurality of hoop stirrups and the plurality of longitudinal steel bars into the pile hole section, and connecting the plurality of hoop stirrups and the plurality of longitudinal steel bars in the pile hole section to form the steel bar mesh.
4. A construction method of a manual bored pile according to any one of claims 1 to 3, wherein after the pile casing is installed and before the concrete is poured, the method further comprises:
driving a grouting anchor bar row: the slip casting stock row includes a plurality of slip casting stock, every the slip casting stock is squeezed into through the insertion hole on the pile casing in the inner wall of stake hole section, it is a plurality of the slip casting stock is followed the inner wall circumference array setting in stake hole.
5. The method for constructing a manual dug pile according to claim 4, wherein after the concrete is poured and before the next pile hole section is dug, the method further comprises:
grouting outside the wall: injecting cement slurry into each grouting anchor rod:
sealing the grouting anchor rod: and after cement paste is injected, injecting cement mortar into each grouting anchor rod to seal the grouting opening of the grouting anchor rod.
6. The construction method of the artificial dug pile according to claim 4, wherein the driving of the grouting anchor row specifically comprises:
and horizontally or obliquely downwards penetrating each grouting anchor rod through the pile casing and driving the grouting anchor rods into the inner wall of the pile hole section.
7. The construction method of the artificial dug pile according to claim 4, wherein the driving of the grouting anchor row specifically comprises:
and driving a plurality of rows of grouting anchor rod rows into the inner wall of the pile hole section at intervals up and down.
8. The method of constructing a manual bored pile according to claim 7, wherein a plurality of rows of the grouting anchor rows located below a predetermined height of the pile hole section are driven obliquely downward into the inner wall of the pile hole section, and the grouting anchor rows located above the predetermined height of the pile hole section are driven horizontally into the inner wall of the pile hole section.
9. The construction method of a manual dug pile as claimed in claim 8, wherein the predetermined height is in the range of 1/4-1/2 height of the pile hole section.
10. An artificial bored pile constructed by the method of constructing an artificial bored pile according to any one of claims 1 to 9.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011088561.3A CN112176992A (en) | 2020-10-12 | 2020-10-12 | Construction method of manual hole digging pile and manual hole digging pile |
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| CN202011088561.3A CN112176992A (en) | 2020-10-12 | 2020-10-12 | Construction method of manual hole digging pile and manual hole digging pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN113373911A (en) * | 2021-05-31 | 2021-09-10 | 山东水总有限公司 | Anchor-thorn cast-in-place pile and construction method thereof |
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| CN114277790A (en) * | 2021-12-16 | 2022-04-05 | 深圳市工勘岩土集团有限公司 | Defect bored concrete pile maintenance processing method |
| CN114277790B (en) * | 2021-12-16 | 2023-08-25 | 深圳市工勘岩土集团有限公司 | Repairing and processing method for defect filling pile |
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