CN114277788A - Super-large diameter combined pile for offshore wind power - Google Patents
Super-large diameter combined pile for offshore wind power Download PDFInfo
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- CN114277788A CN114277788A CN202111480112.8A CN202111480112A CN114277788A CN 114277788 A CN114277788 A CN 114277788A CN 202111480112 A CN202111480112 A CN 202111480112A CN 114277788 A CN114277788 A CN 114277788A
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/727—Offshore wind turbines
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Abstract
The invention discloses an oversized-diameter composite pile for offshore wind power, which comprises a composite pile body, wherein the composite pile body is formed by sequentially connecting a plurality of sections of oversized-diameter prestressed concrete tubular piles in series. The diameter of the cylinder pile of the super-large diameter prestressed concrete cylinder pile is not less than 6m, and the wall thickness of the cylinder pile is not less than 0.3 m; in the combined pile body, two adjacent sections of super-large diameter prestressed concrete tubular piles are connected into a whole through end plates assembled at the respective end parts; in each super-large diameter prestressed concrete tubular pile, at least part of reinforcing steel bars arranged along the longitudinal direction are prestressed reinforcing steel bars; the end part of each prestressed reinforcement is fixed on the end plate; the combined pile body is provided with a mud jacking pipe of a post mud jacking device. Therefore, the ultra-large diameter composite pile overcomes the defect that different pile foundation construction process designs need to be carried out according to different sea area environments and construction conditions when the pile is cast in place; meanwhile, the invention adopts factory prefabricated components, thus saving the cost and shortening the construction period; and the problem that the pile body is overlong and is easy to generate longitudinal cracks is solved, and the anti-impact capability of the pile is improved.
Description
Technical Field
The invention belongs to the technical field of foundation engineering of offshore wind power pile foundations, and particularly relates to an oversized-diameter combined pile for offshore wind power.
Background
The wind resources of offshore wind power are rich, the development area is large, and the wind power generation device has more developability compared with onshore power generation. However, the sea environment, construction conditions and the like are difficult, the construction difficulty is high, the construction cost is high, and the construction quality is difficult to guarantee. Meanwhile, the marine seabed terrain and geological conditions are complex, and the length, diameter and wall thickness of piles at different depths in different sea areas are different, so that the mould is more in demand in the manufacturing of tubular piles, batch industrial construction cannot be realized, and the mould cannot be applied sufficiently and widely, so that the cost is increased. Effectively reducing the construction cost of offshore wind power, and being the main task of offshore wind power development in the future.
Meanwhile, when the offshore wind power pile foundation is constructed, pile side soil is loosened and side resistance is reduced under the repeated action of pile sinking load.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides an oversized-diameter combined pile for offshore wind power, and aims to solve the problems that a plurality of types of tubular piles are available, the requirement on a template is high, factory construction and installation cannot be realized, and the like.
In order to achieve the technical purpose, the invention adopts the following technical scheme:
the ultra-large diameter composite pile for offshore wind power comprises a composite pile body, wherein the composite pile body is formed by sequentially connecting a plurality of sections of tubular piles in series, the tubular pile is an ultra-large diameter prestressed concrete tubular pile, the diameter of the ultra-large diameter prestressed concrete tubular pile is not less than 6m, and the wall thickness of the tubular pile is not less than 0.3 m;
in the combined pile body, two adjacent sections of super-large diameter prestressed concrete tubular piles are connected into a whole through end plates assembled at the respective end parts;
in each super-large diameter prestressed concrete tubular pile, at least part of reinforcing steel bars arranged along the longitudinal direction are prestressed reinforcing steel bars; the end part of each prestressed reinforcement is fixed on the end plate;
the combined pile body is provided with a post grouting device;
the back mud jacking device include the mud jacking pipe, each mud jacking pipe overall structure includes horizontal segment, the vertical section of pin-connected panel and lower horizontal segment, wherein, the vertical section of pin-connected panel along the longitudinal arrangement of composite pile body, the upper horizontal segment setting is in the upper end of the vertical section of pin-connected panel to can stretch out towards the inner wall of composite pile body, the lower horizontal segment setting is at the lower extreme of the vertical section of pin-connected panel, and can stretch out towards the outer wall of composite pile body.
Preferably, in each super-large diameter prestressed concrete tubular pile, each reinforcing steel bar arranged along the longitudinal direction comprises two layers, namely an outer layer longitudinal steel bar and an inner layer longitudinal steel bar; the outer-layer longitudinal bars are arranged in a mixed and spaced mode by adopting prestressed bars and non-prestressed bars and are hooped by the outer-layer stirrups, and the inner-layer longitudinal bars are non-prestressed bars and are hooped by the inner-layer stirrups; the outer layer longitudinal ribs and the inner layer longitudinal ribs are arranged in a one-to-one correspondence mode, and the outer layer longitudinal ribs and the inner layer longitudinal ribs at the corresponding positions are connected through lacing wires.
Preferably, the bending moment design value M of each super-large diameter prestressed concrete tubular pile meets the following requirements:
in the formula: a-the cross section area of the pile body of the prestressed concrete tubular pile;
Ap-the cross-sectional area of the entire pre-stressed steel bar;
As1、As2-the cross-sectional areas of the non-prestressed tendons at the outer layer and the inner layer respectively;
fpy、f′p′y-tensile and compressive design strength of the pre-stressed reinforcement;
fy、f′y' -tensile, compressive design strength of non-prestressed tendons;
fc-standard value of axial compressive strength of the prestressed concrete tubular pile;
σp0-prestressed reinforcement stress at the prestressed reinforcement resultant force point when the prestressed concrete tubular pile normal stress equals zero;
rp-the radius of the circle on which the longitudinal prestressing steel is located;
rs1、rs2-the radius of the outer and inner layer where the non-prestressed tendons are located;
r1、r2-the inner and outer radii of the annular cross-section of the prestressed concrete tubular pile;
phi and phi t are respectively wrap angles of a section pressure-bearing area and a tension area 1/2 of the prestressed concrete tubular pile,
when the temperature of the water is higher than the set temperature,
α1coefficient, alpha, when the concrete strength rating does not exceed C501Is taken to be 1.0, and alpha is obtained when the strength grade of the concrete is C801Taken to be 0.94, determined by linear interpolation.
Preferably, the grouting pipe comprises two parts, wherein one part is a pre-embedded grouting pipe section pre-embedded in each super-large diameter prestressed concrete tubular pile, the other part is a connecting grouting pipe section, and the connecting grouting pipe section is a hose;
in the combined pile body, pre-embedded grouting pipe sections in the super-large diameter prestressed concrete tubular piles are arranged in a one-to-one correspondence manner;
two adjacent sections of the super-large diameter prestressed concrete tubular piles in the combined pile body, wherein the super-large diameter prestressed concrete tubular pile positioned above is a first prefabricated tubular pile, and the super-large diameter prestressed concrete tubular pile positioned below is a second prefabricated tubular pile;
a connecting grouting pipe section is arranged between the pre-embedded grouting pipe sections corresponding to each other in the first prefabricated tubular pile and the second prefabricated tubular pile;
the end plate is provided with a first through longitudinal hole aiming at each connecting mud jacking pipe section;
the upper ends of the connecting grouting pipe sections penetrate through the first longitudinal holes in the end plates arranged at the lower ends of the first prefabricated tubular piles in a one-to-one correspondence mode and are communicated with the lower ends of the corresponding embedded grouting pipe sections in the first prefabricated tubular piles, and the lower ends of the connecting grouting pipe sections penetrate through the first longitudinal holes in the end plates arranged at the upper ends of the second prefabricated tubular piles in a one-to-one correspondence mode and are communicated with the upper ends of the corresponding embedded grouting pipe sections in the second prefabricated tubular piles.
Preferably, the embedded grouting pipe sections in each super-large diameter prestressed concrete tubular pile comprise two layers, namely an inner-layer embedded grouting pipe section and an outer-layer embedded grouting pipe section; the inner-layer embedded grouting pipe section comprises a plurality of embedded grouting pipe sections which are uniformly distributed and are arranged close to the inner wall of the super-large-diameter prestressed concrete tubular pile, and the outer-layer embedded grouting pipe section comprises a plurality of embedded grouting pipe sections which are uniformly distributed and are arranged close to the outer wall of the super-large-diameter prestressed concrete tubular pile;
the connecting grouting pipe section is divided into two layers, namely an inner layer connecting grouting pipe section and an outer layer connecting grouting pipe section;
the first longitudinal hole on the end plate is divided into two layers, namely an inner layer first longitudinal hole and an outer layer first longitudinal hole;
the inner-layer connecting grouting pipe section and the inner-layer first longitudinal hole are arranged in one-to-one correspondence with the inner-layer embedded grouting pipe section, and the outer-layer embedded grouting pipe section and the outer-layer first longitudinal hole are arranged in one-to-one correspondence with the outer-layer embedded grouting pipe section.
Preferably, the embedded grouting pipe sections in the super-large diameter prestressed concrete tubular pile comprise three configurations, namely a grouting pipe section A, a straight-through grouting pipe section and a grouting pipe section B;
the grouting pipe section A comprises a vertical section a and an upper horizontal section, wherein the vertical section a is vertically arranged along the prestressed concrete tubular pile with the oversized diameter, the upper horizontal section is connected with the upper end of the vertical section a, and the lower end of the vertical section a is provided with a threaded connector capable of being connected with a grouting pipe section;
the straight-through grouting pipe section comprises a vertical section b, wherein the vertical section b is vertically arranged along the super-large diameter prestressed concrete tubular pile, and two ends of the vertical section b are respectively provided with a threaded connector capable of being connected with a grouting pipe section;
the grouting pipe section B comprises a vertical section c and a lower horizontal section, the upper end of the vertical section c is provided with a threaded connector capable of being connected with a grouting pipe section, and the lower end of the vertical section c is connected with the lower horizontal section;
when the super-large diameter prestressed concrete tubular pile is positioned at the uppermost end of the combined pile body, all embedded grouting pipe sections in the super-large diameter prestressed concrete tubular pile are grouting pipe sections A;
when the super-large-diameter prestressed concrete tubular pile is positioned in the middle of the combined pile body, all embedded grouting pipe sections in the super-large-diameter prestressed concrete tubular pile are straight grouting pipe sections or a combination of the straight grouting pipe sections and a grouting pipe section B;
when the super-large diameter prestressed concrete tubular pile is positioned at the lowest end of the combined pile body, each embedded grouting pipe section in the super-large diameter prestressed concrete tubular pile is a grouting pipe section B.
Preferably, each embedded grouting pipe section in the inner-layer embedded grouting pipe section is in one-to-one correspondence with each embedded grouting pipe section in the outer-layer embedded grouting pipe section; and the inner-layer embedded grouting pipe section and the outer-layer embedded grouting pipe section which are positioned at corresponding positions are respectively provided with a grouting distributor so as to be correspondingly connected with the upper horizontal sections of the corresponding inner-layer embedded grouting pipe section and the outer-layer embedded grouting pipe section.
Preferably, the inlet end of the mud jacking distributor is connected to a grouting input hose arranged inside the body of the pile.
Preferably, the bottom ends of the inner-layer embedded grouting pipe sections and the outer-layer embedded grouting pipe sections are bent towards the outer side of the super-large-diameter prestressed concrete tubular pile when the designed height is reached, and meanwhile, the bottom end of the outer-layer embedded grouting pipe section is higher than that of the inner-layer embedded grouting pipe section.
Preferably, in two adjacent super large diameter prestressed concrete tubular piles, the end plates arranged at the respective ends are connected into a whole by welding.
Based on the technical purpose, compared with the prior art, the invention has the following advantages:
1. according to the invention, the prestressed concrete tubular piles with the ultra-large diameters are spliced on site to form the combined pile suitable for offshore wind power, so that on one hand, the problem that different pile foundation construction process designs are required to be carried out according to different sea area environments and construction conditions during pile casting on site is solved; on the other hand, the main body member of the invention can adopt factory prefabricated members, which can promote the full utilization of the die and save the cost; more importantly, the construction period can be shortened by adopting the prefabricated structure for assembly, and the problems that pile side soil is easy to loosen, side resistance is reduced and the like are caused when the cast-in-place pile is constructed during on-site prefabricated assembly are not needed. In fact, in order to further solve the problem of side resistance reduction during field construction, the invention adopts a post grouting construction process.
2. The invention takes the practical application scene (offshore wind power engineering) of the prestressed concrete tubular pile into consideration, designs the prestressed concrete tubular pile with the large diameter (the diameter is more than or equal to 6m), and overcomes the defects of poor bending resistance, low vertical bearing capacity, poor hammering resistance, poor impermeability, poor stability of a single pile body and the like of the existing small-diameter prestressed concrete pile (the diameter is less than or equal to 1 m);
3. the prestressed concrete tubular pile has thicker wall thickness, and the reinforcement cage framework adopts a double-layer bidirectional mixed reinforcement mode, so that the stability and the bending resistance of the pile body are improved, and the defects of weak rigidity and poor integrity of the cross section and easiness in cracking caused by thicker wall thickness are overcome, thereby effectively improving the strength and the bearing capacity of the pile body of the large-diameter prestressed concrete pile.
4. Based on the designed prestressed concrete tubular pile structure adopting the double-layer bidirectional mixed reinforcement mode, the invention fully considers the actual application scene requirements of the prestressed concrete tubular pile, and obtains the bending moment design value of the prestressed concrete tubular pile meeting the requirements by reasonably designing the type and distribution of the reinforcing steel bars of each longitudinal bar (inner layer longitudinal bar and outer layer longitudinal bar) in the prestressed concrete tubular pile.
Drawings
FIG. 1 is a schematic structural diagram of an oversized-diameter composite pile for offshore wind power, provided by the invention;
FIG. 2 is a schematic structural view of the end plate of FIG. 1;
FIG. 3 is a schematic structural view of the oversized-diameter prestressed concrete tubular pile in FIG. 1;
FIG. 4 is a schematic view of a moment calculation section of the super large diameter prestressed concrete tubular pile shown in FIG. 1;
FIG. 5 is a schematic diagram of the arrangement of the post-grouting structure of the ultra-large diameter composite pile for offshore wind power shown in FIG. 1;
1-prestressed concrete tubular pile with super large diameter; 2-welding seams; 3-an end plate; 4-an annular body; 5-a first longitudinal hole; 6-second longitudinal holes;
101-a reinforcement cage framework; 102-prestressed tendons of outer-layer longitudinal tendons; 103-non-prestressed tendons of outer-layer longitudinal tendons; 104-outer layer stirrup; 105-stretching the rib; 106-inner layer longitudinal bar; 107-inner layer stirrup;
21-embedding a grouting pipe section at the outer layer; 22-embedding a grouting pipe section in the inner layer; 23-upper horizontal section; 24-grouting input hose; 25-a threaded interface; 26-a grouting distributor; 27-one-way valve.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. The following description of at least one exemplary embodiment is merely illustrative in nature and is in no way intended to limit the invention, its application, or uses. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention. The relative arrangement of the components and steps, expressions and numerical values set forth in these embodiments do not limit the scope of the present invention unless specifically stated otherwise. Techniques, methods, and apparatus known to those of ordinary skill in the relevant art may not be discussed in detail but are intended to be part of the specification where appropriate. In all examples shown and discussed herein, any particular value should be construed as merely illustrative, and not limiting. Thus, other examples of the exemplary embodiments may have different values.
As shown in fig. 1-4, the ultra-large diameter composite pile for offshore wind power comprises a composite pile body, wherein the composite pile body is formed by sequentially connecting a plurality of sections of tubular piles in series, the tubular pile is an ultra-large diameter prestressed concrete tubular pile 1, the diameter of the ultra-large diameter prestressed concrete tubular pile 1 is not less than 6m, and the wall thickness of the tubular pile is not less than 0.3 m.
The super-large diameter prestressed concrete tubular pile 1 is formed by adopting an industrial prefabrication process. In order to facilitate the on-site assembly and molding among the sections of the super-large-diameter prestressed concrete tubular piles 1, when the super-large-diameter prestressed concrete tubular piles 1 are prefabricated in an industrial mode, the end plates 3 are arranged at two ends of each super-large-diameter prestressed concrete tubular pile 1. In addition, in order to better improve the bearing capacity of a pile foundation, reduce settlement, reduce manufacturing cost and improve energy efficiency, a post grouting process is adopted during on-site prefabrication and assembly, so that when the super-large-diameter prestressed concrete tubular pile 1 is prefabricated in a factory, embedded grouting pipe sections are required to be embedded in the super-large-diameter prestressed concrete tubular pile 1 in advance, then when the combined pile is assembled on the site, the embedded grouting pipe sections in two adjacent sections of tubular piles are arranged in a one-to-one correspondence mode, and a plurality of matched connecting grouting pipe sections are adopted to connect the embedded grouting pipe sections arranged in the two adjacent sections of tubular piles in a one-to-one correspondence mode into a whole, so that a plurality of grouting pipes penetrating through the combined pile are formed. In other words, in the present invention, the grouting pipe includes two parts, wherein one part is a pre-embedded grouting pipe section pre-embedded in each super large diameter prestressed concrete tubular pile 1, the other part is a connecting grouting pipe section, and the connecting grouting pipe section is a hose.
Therefore, after on-site assembly, in the combined pile body, two adjacent sections of the prestressed concrete tubular piles 1 with the ultra-large diameters are connected into a whole through the end plates 3 assembled at the respective end parts; in each super large diameter prestressed concrete tubular pile 1, at least part of reinforcing steel bars arranged along the longitudinal direction are prestressed reinforcing steel bars; the end parts of the prestressed reinforcements are fixed on the end plate 3; the combined pile body is provided with a post grouting device; the back mud jacking device comprises mud jacking pipes, wherein each mud jacking pipe is arranged along the longitudinal direction of the combined pile body, the upper ends of the mud jacking pipes can extend out towards the inner wall of the combined pile body, and the lower ends of the mud jacking pipes can extend out towards the outer wall of the combined pile body.
When the super-large diameter prestressed concrete tubular pile 1 is prefabricated and formed in a factory, the construction process mainly comprises the following steps: A. binding a reinforcement cage framework 101; B. fixing an embedded grouting pipe section-an outer layer embedded grouting pipe section 21 and an inner layer embedded grouting pipe section 22 of the post grouting device on the reinforcement cage framework 101; C. and applying the prestress of the prestressed concrete tubular pile by adopting a post-tensioning construction process.
The concrete structure of the prestressed concrete tubular pile according to the present invention will be described in detail below based on the above-described construction process.
The development of the tubular pile manufacturing process and the construction process, such as the development of heavy engineering machinery, and the like, realizes the manufacturing and the construction of the super-large-diameter prestressed concrete tubular pile 1 which accords with the foundation of the offshore wind power engineering pile. The prestressed concrete tubular pile 1 with the ultra-large diameter has the characteristics of ultra-large diameter and thick wall thickness, and if the traditional single-layer unidirectional reinforcement is adopted, the rigidity is weak, the integrity is poor and the pile is easy to crack, so that the strength and the bearing capacity of the pile body are weakened.
Therefore, in the step a, the section reinforcement of the constructed reinforcement cage framework 101 is as shown in fig. 3, and a double-layer bidirectional hybrid reinforcement mode is adopted, and the reinforcement cage framework comprises an outer layer, an inner layer and a connecting layer which connects the outer layer and the inner layer into a whole; the outer layer comprises outer layer longitudinal ribs and outer layer stirrups 104, and the inner layer comprises inner layer longitudinal ribs 106 and inner layer stirrups 107; the outer longitudinal ribs are arranged in a mixed interval mode through prestressed ribs 102 and non-prestressed ribs 103, hoops are arranged through outer stirrups 104, the inner longitudinal ribs 106 are non-prestressed ribs and hoops are arranged through inner stirrups 107, the outer longitudinal ribs and the inner longitudinal ribs 106 at corresponding positions are tied through tie bars 105, and the tie bars 105 form the connecting layer. In the present invention, the outer-layer stirrup 104 and the inner-layer stirrup 107 are both helical ribs. The super-large diameter prestressed concrete tubular pile 1 adopts super-large diameter and thicker wall thickness to resist the action of larger bending moment.
In order to enable the prestressed concrete tubular pile to meet the requirements, the bending moment design value M of the prestressed concrete tubular pile meets the following requirements with reference to the attached drawing 4:
in the formula: a-the cross section area of the pile body of the prestressed concrete tubular pile;
Ap-the cross-sectional area of the entire pre-stressed steel bar;
As1、As2-the cross-sectional areas of the non-prestressed tendons at the outer layer and the inner layer respectively;
fpy、f′p′y-tensile and compressive design strength of the pre-stressed reinforcement;
fy、f′y' -tensile, compressive design strength of non-prestressed tendons;
fc-standard value of axial compressive strength of the prestressed concrete tubular pile;
σp0pre-conditioningThe normal stress of the prestressed concrete tubular pile at the force steel bar resultant force point is equal to zero prestressed steel bar stress;
rp-the radius of the circle on which the longitudinal prestressing steel is located;
rs1、rs2-the radius of the outer and inner layer where the non-prestressed tendons are located;
r1、r2-the inner and outer radii of the annular cross-section of the prestressed concrete tubular pile;
phi and phi t are respectively wrap angles of a section pressure-bearing area and a tension area 1/2 of the prestressed concrete tubular pile,
when the temperature of the water is higher than the set temperature,
α1coefficient, alpha, when the concrete strength rating does not exceed C501Is taken to be 1.0, and alpha is obtained when the strength grade of the concrete is C801Taken to be 0.94, determined by linear interpolation.
In the step B, the main components of the post-grouting device, which are the outer layer pre-embedded grouting pipe section 21 and the inner layer pre-embedded grouting pipe section 22, are arranged on the basis of the reinforcement cage framework 101:
as shown in fig. 5, the outer layer embedded grouting pipe sections 21 include a plurality of outer layer embedded grouting pipe sections 21, and each outer layer embedded grouting pipe section 21 is uniformly distributed along the inner side of the outer layer stirrup 104 and fixedly connected with the outer layer stirrup 104; the number of the inner-layer embedded grouting pipe sections 22 is the same as that of the outer-layer embedded grouting pipe sections 21, and the inner-layer embedded grouting pipe sections 22 are arranged in a one-to-one correspondence manner, are uniformly distributed along the outer side of the inner-layer stirrup 107 and are fixedly connected with the inner-layer stirrup 107; in addition, the outer layer embedded grouting pipe section 21, the inner layer embedded grouting pipe section 22, the outer layer longitudinal ribs and the inner layer longitudinal ribs 106 are arranged in a staggered manner, and the outer layer embedded grouting pipe section 21 and the inner layer embedded grouting pipe section 22 are arranged in a one-to-one correspondence manner.
According to the invention, the outer layer embedded grouting pipe section 21 and the inner layer embedded grouting pipe section 22 with different shapes are configured according to different positions of the super-large diameter prestressed concrete tubular piles 1 in the combined pile.
Specifically, the embedded grouting pipe sections in the super-large diameter prestressed concrete tubular pile 1 comprise three configurations, namely a grouting pipe section A, a straight-through grouting pipe section and a grouting pipe section B; the grouting pipe section A comprises a vertical section a and an upper horizontal section 23, wherein the vertical section a is vertically arranged along the prestressed concrete tubular pile 1 with the oversized diameter, the upper horizontal section 23 is connected with the upper end of the vertical section a, and the lower end of the vertical section a is provided with a threaded connector 25 capable of being connected with a grouting pipe section; the straight-through grouting pipe section comprises a vertical section b, wherein the vertical section b is vertically arranged along the super-large diameter prestressed concrete tubular pile 1, and two ends of the vertical section b are respectively provided with a threaded connector 25 which can be connected with a grouting pipe section; the grouting pipe section B comprises a vertical section c and a lower horizontal section, the upper end of the vertical section c is provided with a threaded connector 25 which can be connected with a grouting pipe section, and the lower end of the vertical section c is connected with the lower horizontal section; when the super-large diameter prestressed concrete tubular pile 1 is positioned at the uppermost end of the combined pile body, all pre-embedded grouting pipe sections in the super-large diameter prestressed concrete tubular pile 1 are grouting pipe sections A; when the super-large diameter prestressed concrete tubular pile 1 is positioned in the middle position of the combined pile body, all pre-embedded grouting pipe sections in the super-large diameter prestressed concrete tubular pile 1 are straight grouting pipe sections or a combination of the straight grouting pipe sections and a grouting pipe section B; when the super-large diameter prestressed concrete tubular pile 1 is positioned at the lowest end of the combined pile body, each embedded grouting pipe section in the super-large diameter prestressed concrete tubular pile 1 is a grouting pipe section B.
Therefore, the combined pile formed by splicing the sections of the super-large-diameter prestressed concrete tubular piles 1 is provided with the grouting pipes, the whole structure comprises an upper horizontal section 23, an assembled vertical section and a lower horizontal section, wherein the upper horizontal section 23 is arranged so as to prevent the vibration operation from damaging the top ends of the outer layer embedded grouting pipe section 21 and the inner layer embedded grouting pipe section 22 in the uppermost section of the prestressed concrete tubular pile in the pile foundation forming process; in the pile sinking process, a hammering (or vibrating) force acts on the pile top, so as to prevent the upper horizontal section 23 of the outer layer embedded grouting pipe section 21 and the inner layer embedded grouting pipe section 22 from being damaged in the pile sinking process, and the distance between the upper horizontal section 23 and the pile top is controlled to be 200-500 mm. The lower horizontal section is formed by bending towards the outer side of the combined pile when the vertical section reaches the designed height in order to meet the pile forming requirement. The outlet of the lower horizontal section is fitted with a one-way valve 27.
In order to ensure that grouting quantity injected by the outer-layer embedded grouting pipe section 21 and the inner-layer embedded grouting pipe section 22 is carried out according to a preset value in the grouting process, a grouting distributor 26 is installed at an inlet of the upper horizontal section 23, and a threaded connector 25 is installed at an inlet of the grouting distributor 26 so as to be connected with a hose arranged on the inner side of the prestressed concrete cylindrical pile in a threaded fit connection mode, so that grouting requirements are met.
In the step C, due to the reasons of mechanical equipment, transportation, process and the like, the pre-tensioning process is only limited to producing the tubular pile with the outer diameter within 1.0m, so the post-tensioning construction process is adopted in the invention to fix the prestressed tendons 102 in the prestressed concrete tubular pile on the end plate 3, so that the formed prestressed concrete tubular pile meets the preset prestress, and the manufacturing of the prestressed concrete tubular pile is completed.
The end plate 3 according to the present invention, as shown in fig. 2, comprises an annular body 4 and first and second longitudinal holes 6 arranged in the annular body 4. The first longitudinal hole 5 is used for connecting the grouting pipe section to pass through, and the second longitudinal hole 6 is used for fixing the prestressed tendon 102 in the prestressed concrete tubular pile (fixed by an end tendon). In the present invention, the first longitudinal hole 5 is divided into two layers, which are corresponding to the inner layer first longitudinal hole 5 and the outer layer first longitudinal hole 5.
The layout of the post-grouting device according to the invention will be described in detail below with reference to fig. 5.
For convenience of description, two adjacent sections of the super-large diameter prestressed concrete tubular piles 1 in the composite pile body are provided, the super-large diameter prestressed concrete tubular pile 1 at the upper part is a first prefabricated tubular pile, and the super-large diameter prestressed concrete tubular pile 1 at the lower part is a second prefabricated tubular pile.
A connecting grouting pipe section is arranged between the pre-embedded grouting pipe sections corresponding to each other in the first prefabricated tubular pile and the second prefabricated tubular pile; the end plate 3 is provided with a first through longitudinal hole 5 for each connecting mud jacking pipe section;
the upper ends of the connecting grouting pipe sections penetrate through the first longitudinal holes 5 in the end plates 3 arranged at the lower ends of the first prefabricated tubular piles in a one-to-one correspondence mode and are communicated with the lower ends of the corresponding embedded grouting pipe sections in the first prefabricated tubular piles, and the lower ends of the connecting grouting pipe sections penetrate through the first longitudinal holes 5 in the end plates 3 arranged at the upper ends of the second prefabricated tubular piles in a one-to-one correspondence mode and are communicated with the upper ends of the corresponding embedded grouting pipe sections in the second prefabricated tubular piles.
Because the longitudinal ribs of the super-large diameter prestressed concrete tubular pile 1 adopt a double-row structure, the embedded grouting pipe sections in each super-large diameter prestressed concrete tubular pile 1 are also arranged into two layers, namely an inner-layer embedded grouting pipe section 22 and an outer-layer embedded grouting pipe section 21; the inner-layer embedded grouting pipe section 22 comprises a plurality of embedded grouting pipe sections which are uniformly distributed and are arranged close to the inner wall of the super-large-diameter prestressed concrete tubular pile 1, and the outer-layer embedded grouting pipe section 21 comprises a plurality of embedded grouting pipe sections which are uniformly distributed and are arranged close to the outer wall of the super-large-diameter prestressed concrete tubular pile 1. The connecting grouting pipe section is divided into two layers, namely an inner layer connecting grouting pipe section and an outer layer connecting grouting pipe section; the first longitudinal hole 5 on the end plate 3 is divided into two layers, namely an inner layer first longitudinal hole 5 and an outer layer first longitudinal hole 5; the inner-layer connecting grouting pipe section and the inner-layer first longitudinal hole 5 are arranged in one-to-one correspondence with the inner-layer embedded grouting pipe section 22, and the outer-layer embedded grouting pipe section 21 and the outer-layer first longitudinal hole 5 are arranged in one-to-one correspondence with the outer-layer embedded grouting pipe section 21.
Each embedded grouting pipe section in the inner-layer embedded grouting pipe section 22 is in one-to-one correspondence with each embedded grouting pipe section in the outer-layer embedded grouting pipe section 21; in order to ensure that grouting amount injected by the outer-layer grouting pipe and the inner-layer grouting pipe is performed according to a preset value in the grouting process, the inner-layer pre-embedded grouting pipe section 22 and the outer-layer pre-embedded grouting pipe section 21 which are located at corresponding positions are respectively provided with a grouting distributor 26 so as to be correspondingly connected with the upper horizontal sections 23 of the corresponding inner-layer pre-embedded grouting pipe section 22 and the corresponding outer-layer pre-embedded grouting pipe section 21. And the entrance of mud jacking distributor 26 installs threaded connection 25 to can be connected through the screw-thread fit connection with the slip casting input hose 24 who arranges at the inside of prestressed concrete cylinder pile, satisfy the demand of mud jacking.
Preferably, in two adjacent super large diameter prestressed concrete tubular piles 1, the end plates 3 arranged at the respective ends are connected into a whole (forming the welding seam 2) by welding, and during welding, full welding is performed for at least 3 times.
Claims (10)
1. The ultra-large diameter composite pile for offshore wind power comprises a composite pile body, wherein the composite pile body is formed by sequentially connecting a plurality of sections of tubular piles in series, and is characterized in that the tubular pile is an ultra-large diameter prestressed concrete tubular pile, the diameter of the ultra-large diameter prestressed concrete tubular pile is not less than 6m, and the wall thickness of the tubular pile is not less than 0.3 m;
in the combined pile body, two adjacent sections of super-large diameter prestressed concrete tubular piles are connected into a whole through end plates assembled at the respective end parts;
in each super-large diameter prestressed concrete tubular pile, at least part of reinforcing steel bars arranged along the longitudinal direction are prestressed reinforcing steel bars; the end part of each prestressed reinforcement is fixed on the end plate;
the combined pile body is provided with a post grouting device;
the back mud jacking device include the mud jacking pipe, each mud jacking pipe overall structure includes horizontal segment, the vertical section of pin-connected panel and lower horizontal segment, wherein, the vertical section of pin-connected panel along the longitudinal arrangement of composite pile body, the upper horizontal segment setting is in the upper end of the vertical section of pin-connected panel to can stretch out towards the inner wall of composite pile body, the lower horizontal segment setting is at the lower extreme of the vertical section of pin-connected panel, and can stretch out towards the outer wall of composite pile body.
2. The ultra-large diameter combined pile for offshore wind power according to claim 1, wherein in each ultra-large diameter prestressed concrete tubular pile, each reinforcing steel bar arranged along the longitudinal direction comprises two layers, namely an outer layer longitudinal steel bar and an inner layer longitudinal steel bar; the outer-layer longitudinal bars are arranged in a mixed and spaced mode by adopting prestressed bars and non-prestressed bars and are hooped by the outer-layer stirrups, and the inner-layer longitudinal bars are non-prestressed bars and are hooped by the inner-layer stirrups; the outer layer longitudinal ribs and the inner layer longitudinal ribs are arranged in a one-to-one correspondence mode, and the outer layer longitudinal ribs and the inner layer longitudinal ribs at the corresponding positions are connected through lacing wires.
3. The ultra-large diameter composite pile for offshore wind power according to claim 1, wherein the bending moment design value M of each ultra-large diameter prestressed concrete tubular pile satisfies the following conditions:
in the formula: a-the cross section area of the pile body of the prestressed concrete tubular pile;
Ap-the cross-sectional area of the entire pre-stressed steel bar;
As1、As2-the cross-sectional areas of the non-prestressed tendons at the outer layer and the inner layer respectively;
fpy、f′py-tensile and compressive design strength of the pre-stressed reinforcement;
fy、f′y-tensile, compressive design strength of the non-prestressed tendons;
fc-standard value of axial compressive strength of the prestressed concrete tubular pile;
σp0-prestressed reinforcement stress at the prestressed reinforcement resultant force point when the prestressed concrete tubular pile normal stress equals zero;
rp-the radius of the circle on which the longitudinal prestressing steel is located;
rs1、rs2-the radius of the outer and inner layer where the non-prestressed tendons are located;
r1、r2-the inner and outer radii of the annular cross-section of the prestressed concrete tubular pile;
phi and phi t are respectively wrap angles of a section pressure-bearing area and a tension area 1/2 of the prestressed concrete tubular pile,
when the temperature of the water is higher than the set temperature,
α1coefficient, alpha, when the concrete strength rating does not exceed C501Is taken to be 1.0, and alpha is obtained when the strength grade of the concrete is C801Taken to be 0.94, determined by linear interpolation.
4. The ultra-large diameter composite pile for offshore wind power according to claim 1, wherein the grouting pipe comprises two parts, one part is an embedded grouting pipe section embedded in each ultra-large diameter prestressed concrete tubular pile, the other part is a connecting grouting pipe section, and the connecting grouting pipe section is a hose; in the combined pile body, pre-embedded grouting pipe sections in the super-large diameter prestressed concrete tubular piles are arranged in a one-to-one correspondence manner;
two adjacent sections of the super-large diameter prestressed concrete tubular piles in the combined pile body, wherein the super-large diameter prestressed concrete tubular pile positioned above is a first prefabricated tubular pile, and the super-large diameter prestressed concrete tubular pile positioned below is a second prefabricated tubular pile;
a connecting grouting pipe section is arranged between the pre-embedded grouting pipe sections corresponding to each other in the first prefabricated tubular pile and the second prefabricated tubular pile;
the end plate is provided with a first through longitudinal hole aiming at each connecting mud jacking pipe section;
the upper ends of the connecting grouting pipe sections penetrate through the first longitudinal holes in the end plates arranged at the lower ends of the first prefabricated tubular piles in a one-to-one correspondence mode and are communicated with the lower ends of the corresponding embedded grouting pipe sections in the first prefabricated tubular piles, and the lower ends of the connecting grouting pipe sections penetrate through the first longitudinal holes in the end plates arranged at the upper ends of the second prefabricated tubular piles in a one-to-one correspondence mode and are communicated with the upper ends of the corresponding embedded grouting pipe sections in the second prefabricated tubular piles.
5. The ultra-large diameter composite pile for offshore wind power according to claim 4, wherein the pre-embedded grouting pipe sections in each ultra-large diameter prestressed concrete tubular pile comprise two layers, namely an inner pre-embedded grouting pipe section and an outer pre-embedded grouting pipe section; the inner-layer embedded grouting pipe section comprises a plurality of embedded grouting pipe sections which are uniformly distributed and are arranged close to the inner wall of the super-large-diameter prestressed concrete tubular pile, and the outer-layer embedded grouting pipe section comprises a plurality of embedded grouting pipe sections which are uniformly distributed and are arranged close to the outer wall of the super-large-diameter prestressed concrete tubular pile;
the connecting grouting pipe section is divided into two layers, namely an inner layer connecting grouting pipe section and an outer layer connecting grouting pipe section;
the first longitudinal hole on the end plate is divided into two layers, namely an inner layer first longitudinal hole and an outer layer first longitudinal hole;
the inner-layer connecting grouting pipe section and the inner-layer first longitudinal hole are arranged in one-to-one correspondence with the inner-layer embedded grouting pipe section, and the outer-layer embedded grouting pipe section and the outer-layer first longitudinal hole are arranged in one-to-one correspondence with the outer-layer embedded grouting pipe section.
6. The ultra-large diameter composite pile for offshore wind power according to claim 4, wherein the pre-embedded grouting pipe sections in the ultra-large diameter prestressed concrete tubular pile comprise three configurations, namely a grouting pipe section A, a straight-through grouting pipe section and a grouting pipe section B;
the grouting pipe section A comprises a vertical section a and an upper horizontal section, wherein the vertical section a is vertically arranged along the prestressed concrete tubular pile with the oversized diameter, the upper horizontal section is connected with the upper end of the vertical section a, and the lower end of the vertical section a is provided with a threaded connector capable of being connected with a grouting pipe section;
the straight-through grouting pipe section comprises a vertical section b, wherein the vertical section b is vertically arranged along the super-large diameter prestressed concrete tubular pile, and two ends of the vertical section b are respectively provided with a threaded connector capable of being connected with a grouting pipe section;
the grouting pipe section B comprises a vertical section c and a lower horizontal section, the upper end of the vertical section c is provided with a threaded connector capable of being connected with a grouting pipe section, and the lower end of the vertical section c is connected with the lower horizontal section;
when the super-large diameter prestressed concrete tubular pile is positioned at the uppermost end of the combined pile body, all embedded grouting pipe sections in the super-large diameter prestressed concrete tubular pile are grouting pipe sections A;
when the super-large-diameter prestressed concrete tubular pile is positioned in the middle of the combined pile body, all embedded grouting pipe sections in the super-large-diameter prestressed concrete tubular pile are straight grouting pipe sections or a combination of the straight grouting pipe sections and a grouting pipe section B;
when the super-large diameter prestressed concrete tubular pile is positioned at the lowest end of the combined pile body, each embedded grouting pipe section in the super-large diameter prestressed concrete tubular pile is a grouting pipe section B.
7. The ultra-large diameter composite pile for offshore wind power according to claim 6, wherein each embedded grouting pipe section in the inner layer embedded grouting pipe section is in one-to-one correspondence with each embedded grouting pipe section in the outer layer embedded grouting pipe section; and the inner-layer embedded grouting pipe section and the outer-layer embedded grouting pipe section which are positioned at corresponding positions are respectively provided with a grouting distributor so as to be correspondingly connected with the upper horizontal sections of the corresponding inner-layer embedded grouting pipe section and the outer-layer embedded grouting pipe section.
8. The ultra-large diameter composite pile for offshore wind power as claimed in claim 7, wherein the inlet end of the grouting distributor is connected with a grouting input hose arranged inside the tubular pile body.
9. The ultra-large diameter composite pile for offshore wind power according to claim 4, wherein the bottom ends of the inner layer embedded grouting pipe section and the outer layer embedded grouting pipe section are bent towards the outer side of the ultra-large diameter prestressed concrete tubular pile when reaching the design height, and meanwhile, the bottom end of the outer layer embedded grouting pipe section is higher than that of the inner layer embedded grouting pipe section.
10. The ultra-large diameter composite pile for offshore wind power as claimed in claim 1, wherein end plates arranged at the respective ends of two adjacent ultra-large diameter prestressed concrete tubular piles are connected into a whole by welding.
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