CN115897646A - Design method of group pile tower foundation, miniature pile tower foundation and construction method thereof - Google Patents
Design method of group pile tower foundation, miniature pile tower foundation and construction method thereof Download PDFInfo
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Abstract
The invention discloses a design method of a pile group tower foundation, a miniature pile tower foundation and a construction method thereof, wherein the design method comprises the steps of determining a proportional coefficient of a horizontal resistance coefficient of a soil body, and constructing a functional relation among a horizontal deformation coefficient of a single miniature pile, the proportional coefficient of the horizontal resistance coefficient of the soil body and the diameter of the single miniature pile; determining a design value of the horizontal bearing capacity of the single pile; determining the total horizontal bearing capacity required by the group of pile towers; completing the layout design of the pile group through the relationship among the parameters; according to the invention, the horizontal bearing capacity of the single pile in the soil body at the position of the tower is determined, and the functional relation between the single pile and the grouped piles is established, so that the specific layout design of the grouped piles can be obtained under the condition that part of parameters are known, and the construction cost can be saved under the condition that the requirement of the bearing capacity of the grouped piles is met.
Description
Technical Field
The invention relates to the technical field of power transmission construction, in particular to a pile rod tower foundation design method, a miniature pile rod tower foundation and a construction method thereof.
Background
At present, two modes, namely a single pile mode and a pile group mode, are adopted in the construction of an overhead transmission line tower foundation, the construction of the single pile is mainly simple, and after excavation, reinforcement pouring is carried out, but the single pile foundation occupies a large area, has a large excavation amount and a large reinforcement amount; therefore, more pile groups are adopted at the present stage, and the load borne by the pile group foundation is commonly born by the single piles, so that the distribution of the load among the single piles can be influenced by the mechanical property parameters of the pile foundations.
Due to the pile group effect, the ultimate resistance of soil bodies at different positions is reduced to different degrees, so that the horizontal bearing capacity of a pile foundation is changed, the horizontal thrust-resisting rigidity of the pile foundation is also changed, the mechanical property parameters of the pile foundations at different positions are changed to different degrees, and the distribution of loads between piles and along the pile body is further influenced.
However, at the present stage, a method for designing pile group layout according to the soil body of the environment is lacked, and the stability is increased by adopting more ways of still having multiple piles, deepening, increasing the matrix range and the like, so that the situations that the actual bearing capacity is far greater than the required bearing capacity, transition construction, resource waste and the like are caused may occur.
Disclosure of Invention
The invention aims to solve the technical problems that the traditional single-pile pole tower foundation is large in excavation amount, high in cost and difficult to operate, and a traditional grouped pile pole tower foundation is lack of a special design method to cause resource waste.
Personnel enter the deep foundation pit for operation, the soil body excavation amount is reduced, the foundation bearing capacity is enhanced, and the mechanized construction is facilitated.
The invention is realized by the following technical scheme:
in a first aspect, a method for designing a pile group tower foundation includes:
determining a proportionality coefficient m of a horizontal resistance coefficient of a soil body at the position of the miniature pile-pole tower;
constructing a functional relation among a horizontal deformation coefficient alpha of a single micro pile, a proportional coefficient m of a horizontal resistance coefficient of a soil body and the diameter d of the single micro pile,
wherein EI is the bending rigidity of the pile body of the mini-pile, b 0 Calculating the width b of the body of a mini-pile 0 ＝0.9(1.5d+0.5)；
Determining design value Q of horizontal bearing capacity of single pile h ，
y is the pile top horizontal displacement coefficient, χ 0a Allowing horizontal displacement for the pile top;
determining the total horizontal bearing capacity Q required by the group of pile towers H ，Q H ＝ηnQ h Wherein n is the number of the micro piles in the pile group, and eta is the horizontal bearing capacity pile group effect coefficient;
calculating the horizontal bearing capacity group pile effect coefficient eta = eta i η r ，η r Is the pile top constraint effect coefficient, eta i The influence coefficients of the mutual influence among the piles are determined,
wherein S a Is the pile spacing, n 1 Number of piles in the direction of transverse load acting force, n 2 N = n for the number of piles in the direction of the longitudinal load force 1 ×n 2 ；
By Q H 、d、n 1 、n 2 、S a The relation between them completes the layout design of the pile group.
Specifically, the proportional coefficient m of the horizontal resistance coefficient of the soil body is obtained through a test, and the test method comprises the following steps: inserting the prefabricated miniature pile into a soil body, carrying out a horizontal static load test, and establishing a relation function:
wherein H is the horizontal force acting on the pile top in the test, Y 0 Is the horizontal displacement of the point of action in the test.
In a second aspect, the diameter-expanded micro-pile tower foundation comprises a bearing platform and micro-piles, wherein the upper ends of the micro-piles are fixedly connected with the bearing platform, the micro-piles are arranged in a soil body, the bearing platform is arranged on the surface of the soil body, and the middle and/or lower ends of the micro-piles are/is provided with an expanded part, and the diameter of the expanded part is larger than that of the micro-piles;
the number of the micro piles is multiple, and the plurality of the micro piles are arranged and designed according to the pile group tower foundation design method of any one of claims 1-2;
specifically, it is a plurality of the micropile is the matrix distribution, and part the axis of micropile with the axis of cushion cap is parallel, part the axis of micropile with the axis of cushion cap is acute angle contained angle.
Optionally, the central axes of the four micro-piles positioned at the four corners of the matrix form acute included angles with the central axis of the bearing platform; the central axes of the micro piles at the other positions are parallel to the central axis of the bearing platform;
the central axes of the four micro-piles at the four corners of the matrix are superposed with diagonal planes of the matrix; the acute included angle is 0-15 degrees.
Specifically, a bearing platform steel reinforcement cage is arranged inside the bearing platform and is formed by pouring concrete; the interior of the miniature pile is provided with a pile body reinforcement cage which is formed by pouring concrete; and the upper end of the pile body steel reinforcement cage is anchored into the bearing platform and is connected with the bearing platform steel reinforcement cage.
Optionally, pile body steel reinforcement cage includes main muscle and spiral stirrup, the main muscle is followed the axis direction setting of micropile, the spiral stirrup is fixed on the main muscle.
Optionally, the upper end of the main rib is anchored into the bearing platform and connected with the bearing platform reinforcement cage, and the length of the main rib anchored into the bearing platform is not less than 35 times of the diameter of the main rib.
Optionally, the pile body reinforcement cage further comprises a main reinforcement and a hoop reinforcement, the main reinforcement and the main reinforcement are arranged in parallel and located at the upper part of the miniature pile, and the main reinforcement is anchored in the bearing platform; the encrypted stirrups are positioned at the upper part of the miniature pile and fixed on the encrypted main reinforcements and the main reinforcements.
In a third aspect, a construction method of an expanded diameter micro-pile tower foundation is used for pouring the expanded diameter micro-pile tower foundation, and the method includes:
determining the layout of the miniature piles, namely determining the pile diameter, the pile length, the pile position and the pile spacing, and forming holes in a preset soil body through a drilling machine;
after the hole is formed, replacing an expanding drill bit, and expanding the hole on the expanding part;
installing a pile body reinforcement cage, and pouring concrete to form a pile;
and installing a bearing platform reinforcement cage, binding the bearing platform reinforcement cage with the upper ends of the main reinforcements and the upper ends of the main reinforcements, and pouring concrete to form a platform.
Compared with the prior art, the invention has the following advantages and beneficial effects:
according to the invention, the horizontal bearing capacity of the single pile in the soil body at the position of the tower is determined, and the functional relation between the single pile and the grouped piles is established, so that the specific layout design of the grouped piles can be obtained under the condition that part of parameters are known, and the construction cost can be saved under the condition of meeting the requirement of the bearing capacity of the grouped piles;
according to the designed pile group layout, the bearing platform and the micro piles are arranged, and the enlarged part is arranged in the middle of the micro piles, so that the contact area between the surrounding soil body and the micro piles is increased, and the bearing capacity is increased; the main reinforcement and the hoop reinforcement are used for reinforcing a pile body reinforcement cage of the miniature pile so as to improve the bending resistance and the shearing resistance of the upper part of the miniature pile and the pulling resistance of the miniature pile; compared with the traditional pole tower foundation, the diameter-expanded miniature pile foundation can reduce the digging amount of soil and reduce the safety risk of personnel.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate exemplary embodiments of the invention and together with the description serve to explain the principles of the invention.
Fig. 1 is a schematic flow chart of a foundation design method for a pile tower group according to the present invention.
Fig. 2 is a schematic structural diagram of a tower foundation of an expanded diameter micro-pile according to the invention.
Fig. 3 is a schematic structural view of a micropile according to the present invention.
Reference numerals: 1-bearing platform, 2-micro pile, 3-expanding part, 21-main rib, 22-spiral stirrup, 23-encrypted main rib and 24-encrypted stirrup.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the accompanying drawings and embodiments. It is to be understood that the specific embodiments described herein are for purposes of illustration only and are not to be construed as limitations of the invention.
It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
In the present invention, the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.
The micro pile 2 is a small-diameter cast-in-situ bored pile, the diameter of the pile is 0.10-0.50 m, and the traditional micro pile 2 is generally formed by placing a reinforcement cage framework or section steel into a drilled hole and then pouring concrete into the drilled hole. At present, the micro pile 2 foundation is generally applied to soft soil foundations. In order to promote the whole-process mechanized construction of the overhead transmission line, the application of the micro-pile 2 to the tower foundation construction is a development direction of the overhead transmission line engineering construction of the common soil and gravel soil foundation.
Example one
As shown in fig. 1, this embodiment provides a method for designing a pile-group tower foundation, which mainly aims to determine the number of piles, the horizontal layout, the longitudinal layout, the pile spacing, and the like of a pile group, so that the construction cost is saved on the premise of meeting the horizontal bearing capacity of the pile group, and the method includes:
determining the functional relation between the single-pile horizontal bearing capacity and the pile diameter of the soil body at the position of the miniature pile pole tower;
determining the functional relation between the horizontal bearing capacity of the grouped piles and the pile positions and the pile number according to the horizontal bearing capacity of the single pile;
the pile diameter, the pile position (determined by the transverse pile number, the longitudinal pile number and the pile spacing) and the pile length of the micro-pile 2 are determined.
The method comprises the following specific steps:
when the design of the tower of the power transmission line is considered, the allowable displacement of the basic level is generally required to be not more than 10mm, so that the loading is stopped when the horizontal displacement of the test is more than 10mm in the test, and the load corresponding to the horizontal displacement of 10mm is taken as the design value of the horizontal bearing capacity.
In addition, the general situation is determined according to the length and the diameter of the steel reinforcement cage of the pile body of the micro-pile 2. After pouring, a certain rigidity needs to be ensured, that is, the pile length and the pile diameter of the micro pile 2 have a certain proportion, and the slenderness ratio is not more than 30 under general conditions.
Therefore, before the test, the pile length and the pile diameter of the miniature pile 2 need to be set, the pile diameter can be preliminarily determined according to the main reinforcement and the pile body reinforcement cage, the pile diameter can be changed within a certain range, a plurality of values can be selected, the test is carried out, and finally the optimal value is selected.
The proportional coefficient m of the horizontal resistance coefficient of the soil body at the position of the miniature pile rod tower is determined through tests, and the calculation formula is
Wherein H is the horizontal force acting on the pile top in the test and is determined by the test device.
Y 0 The horizontal displacement of the point of action in the test is measured by a measuring device, generally not more than 10mm.
The EI is the bending rigidity of the pile body of the micro pile 2 and is determined according to the structure of the micro pile 2. The method is related to the pile diameter, the pile length, the internal main reinforcement parameter and the steel reinforcement cage parameter of the micro pile 2 and can be obtained through experiments or experiences.
And y is the horizontal displacement coefficient of the pile top, and the value is taken according to the record in JGJ94-2008 'architectural assembly base technical specification'.
b 0 Calculating the width of the pile body of the miniature pile 2;
the horizontal deformation coefficient alpha of the single micropile 2 is constructed as a function of m and d,
determining design value Q of horizontal bearing capacity of single pile h ，
Wherein alpha is EI is the bending rigidity of the pile body of the miniature pile 2; y is the horizontal displacement coefficient of the middle pile top, chi 0a The pile top can be allowed to move horizontally, namely 0.01m.
Determining a design value Q of the horizontal bearing capacity of the pile group according to the requirement of the miniature pile tower on the horizontal bearing capacity H ；
Constructing a relation function Q of the horizontal bearing capacity of the grouped piles and the horizontal bearing capacity of the single pile H ＝ηnQ h Wherein n is the number of the micro piles 2 in the pile group, and eta is the horizontal bearing capacity pile group effect coefficient;
in practice η = η i η r +η 1 +η 0 ，η 1 Is the lateral soil resistivity coefficient, eta, of the bearing platform 1 0 For the cushion cap 1 bottom friction effect coefficient, for the general transmission line engineeringThe foundation of the miniature pile tower is generally adopted in soft soil foundations, so that the bearing platform 1 is shallow in buried depth and the soil body on the side of the bearing platform 1 is usually loose filling soil, and eta can be not considered 1 And η 0 。
Therefore, the horizontal bearing capacity pile group effect coefficient eta = eta is calculated i η r ，η r Is the pile top constraint effect coefficient, when the horizontal displacement coefficient y of the pile top is taken as a fixed connection value, eta r And =1, otherwise, the value is taken according to the record in JGJ94-2008 "architectural assembly base technical specification".
η i The influence coefficients of the mutual influence among the piles are determined,
wherein S a Is the pile spacing, n 1 Number of piles in the direction of transverse load acting force, n 2 The number of the piles along the longitudinal load acting force direction is shown, and d is the diameter of the micro pile 2;
obtaining Q by combining the above-mentioned multiple calculation formulas H 、d、n 1 、n 2 、S a The remaining unknown values can then be solved for by determining the specific values of the plurality of parameters. For example: known as Q H D, i.e. m, Q obtained in the test h And n can be obtained by subsequent calculation formula 1 、n 2 、S a Therefore, the layout design of the pile groups can be completed.
Example two
As shown in fig. 2 and fig. 3, the present embodiment provides an expanded diameter micro-pile tower foundation, which includes a bearing platform 1 and a micro-pile 2, wherein the upper end of the micro-pile 2 is fixedly connected to the bearing platform 1, the micro-pile 2 is disposed in a soil body, and the bearing platform 1 is disposed on the surface of the soil body; namely, the top of the micro pile 2 extends into the upper bearing platform 1, and both the micro pile 2 and the bearing platform 1 are formed by pouring steel bars and concrete.
The cross-sectional shape of the platform 1 in the side view direction is convex or rectangular. The bearing platform 1 can be formed by adopting original soil excavation buried in the soil or by adopting a formwork exposed out of the ground.
The middle part and/or the lower end of the miniature pile 2 are/is provided with an enlarged part 3, the diameter of the enlarged part 3 is larger than that of the miniature pile 2, namely, in the practical use, a special expanding drill bit can be used for expanding the diameter along the whole circle of the pile body to form the enlarged part 3 according to the actual stress requirement of a tower, the contact area between the soil body around the pile and the miniature pile 2 is increased, and therefore the uplift and compression bearing capacity is increased.
The number of micropiles 2 is plural, and in general, the plural micropiles 2 are distributed in a matrix. The layout of the plurality of micropiles 2 is determined by the calculation results in the first embodiment.
In order to improve the bearing capacity and the anti-pulling capacity of the bearing platform in the horizontal direction, the central axes of part of the micro piles 2 are parallel to the central axis of the bearing platform 1, and the central axes of part of the micro piles 2 form an acute included angle with the central axis of the bearing platform 1.
As a preferred scheme, the central axes of four micro-piles 2 positioned at the four corners of the matrix form an acute included angle with the central axis of the bearing platform 1; the central axes of the four micro-piles 2 at the four corners of the matrix are superposed with diagonal planes of the matrix; the included angle of the acute angle is 0-15 degrees. The central axes of the micro-piles 2 at other positions are parallel to the central axis of the bearing platform 1.
The bearing platform 1 and the miniature pile 2 are both in reinforced concrete structures.
A bearing platform 1 steel reinforcement cage is arranged inside the bearing platform 1 and is formed by pouring concrete.
The interior of the miniature pile 2 is provided with a pile body reinforcement cage which is formed by pouring concrete.
The upper end of the pile body steel reinforcement cage is anchored into the bearing platform 1 and is connected with the steel reinforcement cage of the bearing platform 1.
In this embodiment, pile body steel reinforcement cage includes main muscle 21 and spiral stirrup 22, and main muscle 21 sets up along the axis direction of micropile 2, and spiral stirrup 22 fixes on main muscle 21. The upper end of the main rib 21 is anchored into the bearing platform 1 and connected with the reinforcement cage of the bearing platform 1, and the length of the main rib 21 anchored into the bearing platform 1 is not less than 35 times of the diameter of the main rib 21.
In order to improve the bending resistance and the shearing resistance of the upper part of the micro pile 2 and the pulling resistance of the micro pile 2, the pile body reinforcement cage further comprises a main reinforcement 23 and a hoop reinforcement 24, the main reinforcement 23 is arranged in parallel with the main reinforcement 21 and is positioned at the upper part of the micro pile 2, and the main reinforcement 23 is anchored into the bearing platform 1; the stirrup 24 is located at the upper part of the micropile 2 and is fixed to the main reinforcement 23 and the main reinforcement 21.
EXAMPLE III
The embodiment provides a construction method for an expanded diameter miniature pile tower foundation in the second construction embodiment, and the method comprises the following steps:
1) Forming holes
Determining the pile diameter, the pile length, the pile position and the pile spacing of the miniature pile 2, and forming a hole in a preset soil body through a drilling machine; and (4) forming holes by using a miniature pile 2 drilling machine, and checking the perpendicularity of pile holes in the hole forming process.
2) Enlarging holes
After the hole is formed, replacing the expanding drill bit and expanding the hole on the expanding part 3; and (4) expanding the hole according to the designed expanding position, replacing an expanding drill bit for expanding the hole, and cleaning the hole in time after the hole expansion is finished.
3) Install 2 pile body steel reinforcement cages of miniature stake
Installing a pile body reinforcement cage; the construction is carried out according to the design and construction specification requirements, the external stirrup of the pile adopts the spiral stirrup 22, wherein the upper section of the miniature pile 2 is encrypted by the encrypted stirrup 24, and the encrypted stirrup 24 is arranged at the inner side of the main reinforcement 21.
4) Concrete for pouring 2 pile bodies of miniature piles
And pouring concrete into the hole to form the pile. And (3) injecting fine aggregate concrete into the hole section by adopting a grouting guide pipe, and vibrating and compacting the fine aggregate concrete section by using a vibrating bar until the concrete is poured to the designed height.
5) Supporting platform 1 rib arrangement supporting die
And (3) installing a reinforcement cage of the bearing platform 1, binding the reinforcement cage with the upper ends of the main reinforcements 21 and the encrypted main reinforcements 23, namely binding the reinforcements and supporting a formwork according to the designed basic shape and reinforcing arrangement, pouring concrete to form a platform, and vibrating and compacting the platform by using a vibrating rod.
Example four
In addition, the calculation process in the first embodiment may be disposed in a pile group tower foundation design terminal, and include a memory, a processor, and a computer program stored in the memory and executable on the processor, where the processor implements the steps of the calculation in the pile group tower foundation design method when executing the computer program.
The memory may be used to store software programs and modules, and the processor may execute various functional applications of the terminal and data processing by operating the software programs and modules stored in the memory. The memory may mainly include a program storage area and a data storage area, wherein the program storage area may store an operating system, an execution program required for at least one function, and the like.
The storage data area may store data created according to the use of the terminal, and the like. Further, the memory may include high speed random access memory, and may also include non-volatile memory, such as at least one magnetic disk storage device, flash memory device, or other volatile solid state storage device.
A computer-readable storage medium, in which a computer program is stored, which, when being executed by a processor, implements the steps of the calculations in the method for designing a foundation of a pile group tower.
Without loss of generality, computer readable media may comprise computer storage media and communication media. Computer storage media includes volatile and nonvolatile, removable and non-removable media implemented in any method or technology for storage of information such as computer readable instruction data structures, program modules or other data. Computer storage media includes RAM, ROM, EPROM, EEPROM, flash memory or other solid state memory technology, CD-ROM, DVD, or other optical storage, magnetic cassettes, magnetic tape, magnetic disk storage or other magnetic storage devices. Of course, those skilled in the art will appreciate that computer storage media is not limited to the foregoing. The system memory and mass storage devices described above may be collectively referred to as memory.
In the description of the present specification, reference to the description of "one embodiment/mode", "some embodiments/modes", "example", "specific example", or "some examples" or the like means that a particular feature, structure, material, or characteristic described in connection with the embodiment/mode or example is included in at least one embodiment/mode or example of the present application. In this specification, the schematic representations of the terms used above are not necessarily intended to be the same embodiment/mode or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments/modes or examples. Furthermore, the various embodiments/aspects or examples and features of the various embodiments/aspects or examples described in this specification can be combined and combined by one skilled in the art without conflicting therewith.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present application, "plurality" means at least two, e.g., two, three, etc., unless explicitly specified otherwise.
It will be appreciated by those skilled in the art that the above embodiments are only for clarity of illustration of the invention, and are not intended to limit the scope of the invention. It will be apparent to those skilled in the art that other variations or modifications may be made on the above invention and still be within the scope of the invention.
Claims (10)
1. A pile group tower foundation design method is characterized by comprising the following steps:
determining a proportionality coefficient m of a horizontal resistance coefficient of a soil body at the position of the miniature pile-pole tower;
constructing a functional relation among the horizontal deformation coefficient alpha of a single micro-pile, the proportional coefficient m of the horizontal resistance coefficient of the soil body and the diameter d of the single micro-pile,
wherein EI is the bending rigidity of the pile body of the mini-pile, b 0 Calculating the width b of the body of a mini-pile 0 ＝0.9(1.5d+0.5)；
Determining design value Q of horizontal bearing capacity of single pile h ，
y is the pile top horizontal displacement coefficient, χ 0a Allowing horizontal displacement for the pile top;
determining the total horizontal bearing capacity Q required by the group of pile towers H ，Q H ＝ηnQ h Wherein n is the number of the micro piles in the pile group, and eta is the horizontal bearing capacity pile group effect coefficient;
calculating the horizontal bearing capacity group pile effect coefficient eta = eta i η r ，η r Is the pile top constraint effect coefficient, eta i The influence coefficients of the mutual influence among the piles are determined,
wherein S a Is the pile spacing, n 1 Number of piles in the direction of the transverse load acting force, n 2 N = n for the number of piles in the direction of the longitudinal load force 1 ×n 2 ；
By Q H 、d、n 1 、n 2 、S a The relation between them completes the layout design of the pile group.
2. The method for designing the foundation of the pile-rod tower of the pile group according to claim 1, wherein the proportionality coefficient m of the horizontal resistance coefficient of the soil body is obtained through a test, and the test method comprises the following steps: inserting the prefabricated miniature pile into a soil body, carrying out a horizontal static load test, and establishing a relation function:
wherein H is the horizontal force acting on the pile top in the test, Y 0 Is the horizontal displacement of the point of action in the test.
3. An expanded diameter miniature pile tower foundation is characterized by comprising a bearing platform and a miniature pile, wherein the upper end of the miniature pile is fixedly connected with the bearing platform, the miniature pile is arranged in a soil body, the bearing platform is arranged on the surface of the soil body, an expanded part is arranged in the middle and/or at the lower end of the miniature pile, and the diameter of the expanded part is larger than that of the miniature pile;
the number of the micro piles is multiple, and the plurality of the micro piles are arranged and designed according to the pile group tower foundation design method as claimed in any one of claims 1-2.
4. The expanded diameter miniature pile tower foundation according to claim 3, wherein the miniature piles are distributed in a matrix manner, the central axes of part of the miniature piles are parallel to the central axis of the bearing platform, and the central axes of part of the miniature piles form acute included angles with the central axis of the bearing platform.
5. The expanded diameter miniature pile tower foundation according to claim 3, wherein the central axes of four miniature piles at four corners of the matrix form acute included angles with the central axis of the bearing platform; the central axes of the miniature piles at other positions are parallel to the central axis of the bearing platform;
the central axes of the four micro-piles at the four corners of the matrix are superposed with diagonal planes of the matrix; the acute included angle is 0-15 degrees.
6. The expanded micro-pile tower foundation according to any one of claims 3-5, wherein a bearing platform reinforcement cage is arranged inside the bearing platform and is formed by pouring concrete; the interior of the miniature pile is provided with a pile body reinforcement cage which is formed by pouring concrete; and the upper end of the pile body steel reinforcement cage is anchored into the bearing platform and is connected with the bearing platform steel reinforcement cage.
7. The expanded diameter micro pile tower foundation of claim 6, wherein the pile body reinforcement cage comprises a main reinforcement and a spiral stirrup, the main reinforcement is arranged along the central axis direction of the micro pile, and the spiral stirrup is fixed on the main reinforcement.
8. The expanded diameter micro-pile tower foundation of claim 7, wherein the upper ends of the main ribs are anchored into the bearing platform and connected with the bearing platform reinforcement cage, and the length of the main ribs anchored into the bearing platform is not less than 35 times the diameter of the main ribs.
9. The expanded diameter micro pile tower foundation of claim 7, wherein the pile body reinforcement cage further comprises a main reinforcement and a hoop reinforcement, the main reinforcement and the main reinforcement are arranged in parallel and are positioned at the upper part of the micro pile, and the main reinforcement is anchored into the bearing platform; the encrypted stirrup is positioned at the upper part of the miniature pile and is fixed on the encrypted main reinforcement and the main reinforcement.
10. A construction method of an expanded diameter micro-pile tower foundation, which is used for pouring the expanded diameter micro-pile tower foundation as claimed in any one of claims 6 to 9, the method comprising:
determining the layout of the miniature piles, namely determining the pile diameter, the pile length, the pile position and the pile spacing, and forming holes in a preset soil body through a drilling machine;
after the hole is formed, replacing an expanding drill bit, and expanding the hole on the expanding part;
installing a pile body reinforcement cage, and pouring concrete to form a pile;
and installing a bearing platform reinforcement cage, binding the bearing platform reinforcement cage with the upper ends of the main reinforcements and the upper ends of the main reinforcements, and pouring concrete to form a platform.
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| CN117592169A (en) * | 2024-01-02 | 2024-02-23 | 中国电力工程顾问集团中南电力设计院有限公司 | Horizontal bearing capacity calculation method for variable-section anchor rod foundation of power transmission line |
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