Wind power concrete bearing platform reinforcing foundation suitable for breakwater

Abstract

The utility model discloses a wind power concrete bearing platform reinforcing foundation suitable for a breakwater. The wind power concrete bearing platform reinforcing foundation is composed of a cast-in-place pile foundation, a block stone platform and a concrete cushion layer. The cast-in-place pile foundation comprises a center cast-in-place pile, an inner ring cast-in-place pile set and an outer ring cast-in-place pile set which are sequentially arranged from inside to outside. The block stone platform is formed by filling block stones, so that each cast-in-place pile is inserted into the stratum and the block stone platform; the concrete cushion layer comprises a center concrete layer internally provided with a steel reinforcement framework and an integrally-formed outer edge concrete layer. The top of each cast-in-place pile is combined in the concrete cushion layer and is connected with the steel reinforcement framework; according to the reinforcing foundation, the weight of concrete of a concrete bearing platform part can be effectively transmitted to a lower cast-in-place pile foundation, the weight of unsolidified concrete directly transmitted to a lower foundation in the bearing platform construction process is reduced, and the risks of landslide and instability of the foundation are reduced; the stability of the construction process and the height difference of the junction surface of the top of the concrete bearing platform and the wind power tower are ensured, and a fan is smoothly installed and stably runs in the later period.

Description

TECHNICAL FIELD

[0001] The utility model relates to the breakwater wind power facility construction technical field especially relates to a kind of wind power concrete pile cap reinforcing foundation suitable for breakwater. BACKGROUND

[0002] The existing technology of wind power industry is mainly for offshore wind power and onshore wind power.At present, with the geographical extension of onshore wind power engineering, wind power facility construction gradually extends to the junction area of land and sea, such as harbor breakwater, which belongs to tidal zone environment area.However, the above-mentioned traditional wind power facility construction technology is mainly for offshore wind power and onshore wind power, and there is still a certain degree of blank for wind power technology in tidal zone environment such as breakwater.

[0003] Considering the characteristics of tidal zone environment, taking breakwater as an example, it is a hydraulic structure, which is different from the traditional onshore wind power construction with excellent foundation.The geological environment of this area is mainly soft soil such as silt, and the bearing capacity of foundation is low.The existing shore slope reinforcement technology generally adopts the method of setting pile foundation below, filling stone above, and pouring concrete layer to form working surface, and then carrying out pile cap construction;However, this method has no obvious reinforcement effect, especially for large volume concrete pile cap construction, before the concrete solidifies, the weight of the concrete pile cap cannot be effectively transmitted to the pile foundation, but mainly acts on the filled working surface, which increases the risk of working surface sliding under heavy weight.In addition, considering the high difference requirement of the top of concrete pile cap and the combination surface of wind power tower, the construction quality and safety of the original technology are both problematic.

[0004] Therefore, it is necessary to design a wind power concrete pile cap reinforcing foundation suitable for tidal zone environment such as breakwater, to build a new reinforcing foundation on the existing breakwater foundation without increasing the occupation of sea, to solve the problem of foundation sliding risk in the construction process of large volume concrete pile cap, and to propose a new mode of offshore renewable energy development. UTILITY MODEL CONTENT

[0005] The utility model aims to provide a wind power concrete pile cap reinforcing foundation suitable for breakwater, to solve the technical problem of not having stable foundation for large volume concrete pile cap construction in tidal environment such as breakwater.

[0006] Therefore, the technical scheme of the utility model is as follows:

[0007] A wind power concrete pile cap reinforcing foundation suitable for breakwater is composed of bored pile foundation, block stone platform and concrete cushion;Among them,

[0008] The pile foundation comprises a center pile, an inner circle pile group and an outer circle pile group arranged in sequence from inside to outside; the inner circle pile group and the outer circle pile group are each composed of a plurality of piles arranged along the circumferential direction and coaxially arranged with the center pile; the block stone platform comprises a block stone layer formed by filling and extending a plurality of block stones on the silt layer and at the edge of the body of the breakwater, so that the lower part of each pile is formed in the stratum and the upper part is formed to the elevation position by arranging a steel casing; a center groove coaxially arranged with the center pile is formed on the top surface of the block stone platform;

[0009] The concrete cushion layer comprises a center concrete layer formed in the center groove and an outer edge concrete layer formed around the center concrete layer and integrally formed with the center concrete layer; the center concrete layer is provided with a steel reinforcement cage, and the outer edge concrete layer is a plain concrete layer and is flush with the top surface of the center concrete layer; the top end of the center pile is poured and fixed in the center concrete layer, the top end of each pile of the inner circle pile group is arranged above the center concrete layer, and the top end of each pile of the outer circle pile group is arranged above the outer edge concrete layer.

[0010] Further, the center pile is coaxially arranged with the concrete pile cap to be poured above the center pile, and the diameter of the inner circle pile group is greater than the outer diameter of the wind turbine tower to be installed above the inner circle pile group and less than the outer diameter of the base of the concrete pile cap; the diameter of the outer circle pile group is adapted to the outer diameter of the base of the concrete pile cap to support below the outer peripheral edge position of the base of the concrete pile cap.

[0011] Further, the block stone layer of the block stone platform is preferably formed by filling with granite blocks of 10 kg / block to 100 kg / block, but is not limited to this.

[0012] Further, the block stone platform further comprises a gravel layer laid on the top surface of the block stone platform for leveling the top surface of the block stone platform; the gravel layer is preferably formed by laying coarse granite gravel of 40 mm to 150 mm, but is not limited to this.

[0013] Further, the steel reinforcement framework is composed of a lower layer steel reinforcement framework and an upper layer steel reinforcement framework arranged in intervals from bottom to top, both of which include radial steel reinforcement groups and circumferential steel reinforcement groups; the radial steel reinforcement group is composed of a plurality of radial long steel reinforcements and a plurality of radial short steel reinforcements, both of which are arranged in an alternating and uniform manner along the circumferential direction; one end of the radial long steel reinforcement and the radial short steel reinforcement is arranged adjacent to the wall of the central groove, and the other end of the radial long steel reinforcement is bent at an obtuse angle and arranged in a horizontal and vertical grid pattern on the top side of the central bored pile; the circumferential steel reinforcement group is composed of a plurality of circumferential steel reinforcements, which are arranged in a radial direction in the central groove in a ring-shaped manner; the upper layer steel reinforcement framework further includes a plurality of reinforcing steel reinforcement groups arranged above the circumferential steel reinforcement group, which are arranged at each bored pile constituting the inner circle bored pile group; each reinforcing steel reinforcement group is composed of a plurality of circumferential reinforcing steel reinforcements and a plurality of radial reinforcing steel reinforcements, the plurality of circumferential reinforcing steel reinforcements are arranged at equal intervals in the radial direction at the position of the corresponding bored pile, and the plurality of radial reinforcing steel reinforcements are arranged at equal intervals in the circumferential direction at the position of the corresponding bored pile; the intersection positions between the radial long steel reinforcement and the circumferential steel reinforcement, between the radial short steel reinforcement and the circumferential steel reinforcement, between the circumferential steel reinforcement and the radial reinforcing steel reinforcement, and between the radial reinforcing steel reinforcement and the circumferential reinforcing steel reinforcement all form a binding and fixing.

[0014] Further, in the lower layer steel reinforcement framework and the upper layer steel reinforcement framework, the radial long steel reinforcement and the circumferential steel reinforcement that need to be arranged through the bored pile are composed of a plurality of steel reinforcement segments, and one end of the steel reinforcement abuts against the outer steel casing of the bored pile and is arranged in a manner of bending the end upward or downward, and the steel reinforcement side wall of the bent segment is welded and fixed on the outer wall of the steel casing.

[0015] Further, the plurality of circumferential reinforcing steel reinforcements in each reinforcing steel reinforcement group are arranged in a staggered manner with the plurality of circumferential steel reinforcements below, and the plurality of radial reinforcing steel reinforcements are arranged in a staggered manner with the plurality of radial long steel reinforcements and radial short steel reinforcements below.

[0016] Further, the length of the radial long steel reinforcement is greater than the radius of the circular groove, and the length of the radial short steel reinforcement is set to 1 / 2~2 / 3 of the radius of the circular groove; the included angle between adjacent radial long steel reinforcements and radial short steel reinforcements is 2°~3°, and the spacing between adjacent circumferential steel reinforcements is 150mm~200mm.

[0017] Further, the outer diameter of the central concrete layer is greater than the outer diameter of the inner circle bored pile group, and the outer diameter of the outer edge concrete layer is greater than the outer diameter of the outer circle bored pile group.

[0018] Compared with the prior art, the wind power concrete pile cap reinforced foundation suitable for breakwater is suitable for wind power construction in a tidal zone environment such as a breakwater, and is jointly formed by a cast-in-place pile foundation, a block stone platform and a concrete cushion, wherein the central concrete layer of the concrete cushion is fixedly connected with the cast-in-place pile casing by designing an embedded steel reinforcement cage, so that the central concrete layer, the central cast-in-place pile and the inner ring cast-in-place pile group in the cast-in-place pile foundation jointly form a force bearing whole, the weight of the concrete pile cap in an unhardened state is directly conducted to the corresponding central cast-in-place pile and inner ring cast-in-place pile group under the central concrete layer, the weight directly conducted to the underlying foundation by the concrete pile cap is greatly reduced, the risk of foundation landslide and instability is effectively reduced under the auxiliary support of the outer ring cast-in-place pile group, the stability of large-volume concrete pile cap construction and subsequent wind turbine installation construction is ensured, the height difference of the combination surface of the top of the concrete pile cap and the wind power tower is ensured, and the stability of the later operation of the wind turbine is ensured. BRIEF DESCRIPTION OF DRAWINGS

[0019] Figure 1 It is a side view structural schematic diagram of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model;

[0020] Figure 2 It is a top view structural perspective view of the cast-in-place pile foundation and the concrete cushion of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model;

[0021] Figure 3 It is a side view structural partial sectional view of the inner ring cast-in-place pile group and the concrete cushion of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model;

[0022] Figure 4 It is a top view of the upper layer steel reinforcement cage in the concrete cushion of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model;

[0023] Figure 5 It is a fixing mode schematic diagram between the circumferential steel reinforcement and the steel casing of the lower layer steel reinforcement cage in the concrete cushion of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model;

[0024] Figure 6 It is a top view of the lower layer steel reinforcement cage in the concrete cushion of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model;

[0025] Figure 7 It is a fixing mode schematic diagram between the circumferential steel reinforcement and the steel casing of the lower layer steel reinforcement cage in the concrete cushion of the wind power concrete pile cap reinforced foundation suitable for breakwater in the embodiment of the utility model. DETAILED DESCRIPTION

[0026] This example uses the Tianjin Dongjiang North Breakwater Wind Power Project as an example. This project is the first wind power project in China to be constructed on a riprap sloping breakwater. On-site surveys revealed that the top width of the riprap sloping breakwater was only 6 meters, far insufficient for constructing wind turbine foundations, necessitating a large-scale expansion of the breakwater top. However, the breakwater slope was formed by years of siltation, and after the riprap was used for backfilling, the silt layer was prone to slippage. Based on the actual construction conditions, the designed concrete volume for the concrete foundation 4 used to install the wind turbine tower 5 and wind turbine components was 970 m³, with a total weight of over 2000 tons. This indicates that during the construction of the concrete foundation 4, specifically before the concrete solidifies, the weight of the concrete foundation 4 will be directly transferred to the underlying foundation. As mentioned above, the original foundation bearing capacity is far from sufficient to support this weight. Therefore, the overall structural stability during the pouring of the breakwater wind power concrete foundation must be considered, and corresponding technological innovations must be adopted to strengthen geological conditions and optimize structural design to ensure the quality and safety of the foundation construction.

[0027] Therefore, in order to meet the requirements of wind power construction and compensate for the inherent environmental defects of the breakwater, such as Figure 1 As shown, this utility model aims to construct a wind power concrete foundation reinforcement base suitable for breakwaters, which specifically consists of a cast-in-place pile foundation 1, a riprap platform 2, and a concrete cushion layer 3.

[0028] See Figure 1 and Figure 2 The cast-in-place pile foundation 1 includes a central cast-in-place pile 101, an inner ring cast-in-place pile group 102, and an outer ring cast-in-place pile group 103 arranged sequentially from the inside to the outside. The inner ring cast-in-place pile group 102 and the outer ring cast-in-place pile group 103 are each composed of multiple cast-in-place piles evenly distributed along the circumference and are coaxial with the central cast-in-place pile 101.

[0029] Considering the short natural settlement time of the rubble platform 2, which will be filled and constructed later and used as a platform, and the unstable bearing capacity parameters of the foundation itself, the diameter of the inner ring of cast-in-place piles is designed to be larger than the outer diameter of the wind turbine tower 5 and smaller than the outer diameter of the base of the concrete platform 4, based on the size of the concrete foundation 4 to be poured during the wind turbine construction. This provides structural support for the load of the concrete platform 4 to be transferred to the cast-in-place pile foundation 1 below. The diameter of the outer ring of cast-in-place piles is adapted to the outer diameter of the base of the concrete platform 4 and is located below the outer perimeter of the base of the concrete platform 4.

[0030] The central cast-in-place pile 101 and each cast-in-place pile used to form the inner ring cast-in-place pile group 102 and the outer ring cast-in-place pile group 103 are formed in the stratum at the lower part and formed to the elevation position by setting a steel casing 104 at the upper part, so that each cast-in-place pile is inserted into the block stone platform 2 formed by subsequent filling; wherein, the top of each cast-in-place pile forming the inner ring cast-in-place pile group 102 and the outer ring cast-in-place pile group 103 is flush with the pile top and the elevation is higher than that of the central cast-in-place pile 101.

[0031] In the embodiment, the bored pile foundation 1 is composed of 23 bored piles based on the construction design; wherein, one bored pile is centrally arranged to serve as the central bored pile 101, which can also be used as a test pile in the subsequent pile foundation construction; six bored piles are uniformly arranged along the circumferential direction to form an inner circle bored pile group; sixteen bored piles are uniformly arranged along the circumferential direction to form an outer circle bored pile group. The central bored pile 101 is a bored pile with a length of 50 m and a diameter of 1200 mm, and the remaining bored piles are bored piles with a length of 55 m and a diameter of 1200 mm; the reinforcement cage of each bored pile is made of HRB400 type steel bars, and the concrete is C40P8 type concrete with a frost resistance level of F300.

[0032] The block stone platform 2 includes a block stone layer formed by filling and extending a plurality of block stones above the silt layer and at the edge of the breakwater 6 body, and the top surface size of the block stone layer is larger than the base size of the concrete pile cap 4 to provide a base structure for the subsequent construction operation surface of the concrete pile cap 4. In practical application, in addition to providing a base structure, the block stone platform 2 also has a certain drainage effect, which can reduce the water pressure at the bottom of the foundation. As a preferred technical solution of the embodiment, a gravel layer is also laid on the top surface of the block stone layer to level the top surface of the block stone platform 2; wherein, the gravel is 40mm-150mm granite coarse gravel.

[0033] In order to form the concrete cushion 3 subsequently, the block stones on the top side of the block stone platform 2 are backfilled in a manner that the outer periphery is high and the center is low to form a circular groove coaxially arranged with the central bored pile 101 on the top surface of the block stone platform 2, and the groove diameter of the circular groove is larger than the outer diameter of the inner circle bored pile group; wherein, the top of the central bored pile 101 and each bored pile forming the inner circle bored pile group is exposed above the groove bottom of the circular groove of the block stone platform 2, and the top of each bored pile forming the outer circle bored pile group is exposed above the top surface of the block stone platform 2, so that the top side of the bored pile foundation 1 is combined with the poured and formed concrete cushion 3.

[0034] In the embodiment, the block stone platform 2 is filled with granite blocks with a specification of 10 kg / block-100 kg / block, but is not limited thereto, and the side slope is three-stage sloping, and the slope ratio of each stage is 1:3; the diameter of the circular groove on the top surface of the block stone platform 2 is 15 m, and the height is 300 mm; the height of the central bored pile 101 exposed from the groove bottom of the circular groove is 100 mm, the height of each bored pile in the inner circle bored pile group exposed from the groove bottom of the circular groove is 600 mm, and the height of each bored pile in the outer circle bored pile group exposed from the top surface of the block stone platform 2 is 300 mm.

[0035] Referring to Figure 2 and Figure 3The concrete cushion 3 comprises a central concrete layer 301 formed in the central groove and an outer edge concrete layer 302 formed around the central concrete layer 301 and integrally formed with the central concrete layer 301; the central concrete layer 301 is provided with a steel reinforcement framework 303, and the outer edge concrete layer 302 is a plain concrete layer and is flush with the top surface of the central concrete layer 301.

[0036] The central concrete layer 301 is a circular disc structure formed in the circular groove and has a thickness greater than the depth of the central groove. In the embodiment, the outer diameter of the inner circle cast-in-place pile group 102 is 13.8 m, the diameter of the central concrete layer 301 is 15 m, and the thickness is 500 mm.

[0037] The steel reinforcement framework 303 is composed of a lower layer steel reinforcement framework and an upper layer steel reinforcement framework arranged in the central concrete layer 301 from bottom to top.

[0038] Referring to Figure 6 The lower layer steel reinforcement framework is composed of a radial steel reinforcement group and a circumferential steel reinforcement group; the radial steel reinforcement group is first arranged in the circular groove and is composed of a plurality of radial long steel reinforcements 3031 and a plurality of radial short steel reinforcements 3032, which are alternately and uniformly arranged in the circumferential direction; one end of the plurality of radial long steel reinforcements 3031 is arranged adjacent to the groove wall of the central groove on the top surface of the block stone platform 2, and the end side segment of the other end is bent at an obtuse angle and arranged in a horizontal and vertical grid shape on the top side of the central cast-in-place pile 101; one end of the plurality of radial short steel reinforcements 3032 is arranged adjacent to the groove wall of the central groove on the top surface of the block stone platform 2 and is preferably flush with the same side end of the radial long steel reinforcement 3031; the circumferential steel reinforcement group is composed of a plurality of circumferential steel reinforcements 3033, which are arranged in the central groove from the groove wall to the center in a radial direction in a ring-shaped manner, and the spacing between the plurality of circumferential steel reinforcements 3033 on the side close to the center is preferably smaller than the spacing between the plurality of circumferential steel reinforcements 3033 on the side close to the groove wall.

[0039] The intersection positions between the radial long steel reinforcement 3031 and the circumferential steel reinforcement 3033 and between the radial short steel reinforcement 3032 and the circumferential steel reinforcement 3033 are fixedly connected by wire binding.

[0040] Referring to Figure 7 In the lower layer steel reinforcement framework, the radial long steel reinforcement 3031 and the circumferential steel reinforcement 3033 that need to pass through the inner circle cast-in-place pile group 102 are both composed of a plurality of steel reinforcement segments; one end of each segment is abutted against the steel casing 104 on the outer side of the cast-in-place pile and is arranged in an end-upward-bent manner, and the steel reinforcement side wall of the bent segment is welded and fixed on the outer wall of the steel casing 104.

[0041] Referring to Figure 4The upper layer steel framework is composed of radial steel groups, circumferential steel groups and multiple reinforcing steel groups; wherein, the radial steel groups are composed of multiple radial long steels 3031 and multiple radial short steels 3032, which are alternately and uniformly arranged along the circumferential direction; one end of the multiple radial long steels 3031 is arranged adjacent to the center groove wall of the top surface of the block stone platform 2, and the other end is bent at an obtuse angle and arranged in a horizontal and vertical grid shape on the top side of the center pile 101; one end of the multiple radial short steels 3032 is arranged adjacent to the center groove wall of the top surface of the block stone platform 2, and preferably flush with the same side end of the radial long steel 3031; the circumferential steel groups are composed of multiple circumferential steels 3033, which are arranged in a ring shape in the center groove from the groove wall to the center along the radial direction, and the spacing between the multiple circumferential steels 3033 near the center side is smaller than the spacing between the multiple circumferential steels 3033 near the groove wall; the reinforcing steel groups are composed of multiple circumferential reinforcing steels 3034 and multiple radial reinforcing steels 3035, the multiple circumferential reinforcing steels 3034 are uniformly distributed at the positions of the piles, which are arranged at equal intervals along the radial direction and are arranged in a staggered position with the circumferential steel 3033 below; the multiple radial reinforcing steels 3035 are uniformly distributed at the positions of the piles, which are arranged at equal intervals along the circumferential direction and are arranged in a staggered position with the radial long steel 3031 and the radial short steel 3032 below.

[0042] The intersection positions between the radial long steel 3031 and the circumferential steel 3033, between the radial short steel 3032 and the circumferential steel 3033, between the circumferential steel 3033 and the radial reinforcing steel 3035, and between the radial reinforcing steel 3035 and the circumferential reinforcing steel 3034 are fixedly connected by wire binding.

[0043] Referring to Figure 5 In the upper layer steel framework, the radial long steel 3031 and the circumferential steel 3033 that need to pass through the pile are both composed of multiple steel segments; wherein, one end abuts against the outer steel casing 104 of the pile and is arranged in a downwardly bent end portion, and the steel side wall of the bent portion is welded and fixed on the outer wall of the steel casing 104. As for the circumferential reinforcing steel 3034 and the radial reinforcing steel 3035 that need to pass through the pile, although they are also composed of multiple steel segments, they have no fixed connection relationship with the outer steel casing 104 of the pile and can directly abut against each other.

[0044] In the present embodiment, in the upper and lower steel reinforcement frameworks, the radial long steel bars 3031, the radial short steel bars 3032, the circumferential steel bars 3033, the circumferential reinforcing steel bars 3034 and the radial reinforcing steel bars 3035 all adopt steel bars with a diameter of 25 mm; wherein the number of the radial long steel bars 3031 and the radial short steel bars 3032 is 174, so that the included angle between the adjacent radial long steel bars and the radial short steel bars is controlled to be between 2° and 3°; the length of the radial long steel bar is greater than the radius of the circular groove, and the length of the radial short steel bar 3032 is between 1 / 2 and 2 / 3 of the radius of the circular groove; the number of the circumferential steel bars 3033 is more densely arranged within a range of 1 / 4 radius from the center of the circular groove; in the present embodiment, the spacing between the adjacent two circumferential steel bars 3033 is 150 mm, and the spacing between the remaining adjacent two circumferential steel bars 3033 is 200 mm.

[0045] The outer edge concrete layer 302 is a plain concrete annular layer surrounding the outside of the central concrete layer 301 and formed in connection with the central concrete layer 301, and has a diameter greater than the base outer diameter of the concrete pile 4 and a thickness less than the thickness of the central concrete layer 301.

[0046] In the present embodiment, the central concrete layer 301 of the concrete cushion 3 and the outer edge concrete layer 302 surrounding the central concrete layer 301 are formed by pouring and solidifying C40 concrete. Since the steel reinforcement framework 303 is fixedly connected with the steel casing 104 of the cast-in-place pile by welding, after the concrete pouring is completed and reaches a certain strength requirement, the concrete pile 4 is formed by pouring on the concrete cushion 3, so that even in the un-solidified state of the concrete pile 4, the central concrete layer 301 can directly conduct to the corresponding central cast-in-place pile and inner circle cast-in-place pile group below, thereby reducing the weight of the concrete pile directly conducted to the lower ground and reducing the force of the un-solidified concrete of the concrete pile 4 on the breakwater slope, effectively avoiding landslides; the inner circle cast-in-place pile group provides auxiliary support.

[0047] Referring to Figure 1 The specific construction method of the wind power concrete pile reinforced foundation is described as follows.

[0048] S1, cast-in-place pile foundation 1 construction: excavate and clean the breakwater slope to form a cast-in-place pile construction plane; according to the construction requirements of the cast-in-place pile, the central cast-in-place pile 101 is used as a test pile, which can not only be used to verify the feasibility of the cast-in-place pile construction, but also be used to form the cast-in-place pile foundation 1 after the test pile; after the test pile is completed, the construction of the inner circle cast-in-place pile group and the outer circle cast-in-place pile group is completed in turn.

[0049] S2, Block stone platform 2 construction: fill block stones at the edge of the breakwater body to gradually expand outward to form a block stone layer; the top surface size of the block stone platform 2 is larger than the size of the cast-in-place pile foundation 1 projected on the horizontal plane, and the slope thereof is divided into three stages; a central groove for concrete cushion 3 construction is formed at the center of the top surface of the block stone platform 2.

[0050] S3, concrete cushion 3 construction, including:

[0051] I, erecting steel reinforcement framework 303: evenly laying cushion blocks on the groove bottom of the central groove, and erecting lower layer steel reinforcement framework on the cushion blocks to avoid direct contact of the lower layer steel reinforcement framework with the groove bottom of the central groove; then evenly laying inverted U-shaped stirrup bars on the lower layer steel reinforcement framework to erect upper layer steel reinforcement framework above the lower layer steel reinforcement framework in intervals;

[0052] II, concrete pouring: according to the pouring range of the outer edge concrete layer 302, erecting a formwork on the block stone platform 2 to pour concrete in the central groove and the formwork to form the central concrete layer 301 and the outer edge concrete layer 302 at one time.

[0053] In order to further verify whether the wind power concrete pile cap reinforced foundation meets the subsequent concrete pile cap construction operation, the wind power concrete pile cap reinforced foundation in the construction scheme of the embodiment is simulated and calculated for the slope stability. Among them, when pouring the concrete pile cap, if the concrete cushion structure is not considered, the self-weight of the poured concrete pile cap before solidification is entirely borne by the block stone platform; if the concrete cushion structure is considered, the central concrete layer bears the self-weight of the poured concrete above it, and shares part of the weight originally borne by the block stone platform; therefore, when calculating the slope stability, only the self-weight of the concrete above the outer side of the pile cap needs to be considered.

[0054] If the concrete cushion structure is not considered, i.e. only a layer of plain concrete layer is poured on the top surface of the block stone platform as the construction platform of the concrete pile cap in the traditional construction scheme, the concrete pile cap will have multiple unstable sliding arcs. In order to simplify the calculation process, the foundation calculation system software is used to calculate the stability of each sliding arc considering the pile cutting force, and the results of the sliding arc with the smallest stability coefficient considering the pile cutting force are listed for simulation calculation. Specifically, according to the calculation, there are 13 bored piles in the sliding arc with a stability coefficient of 0.623 (sliding arc radius of 16m) that can provide resistance, and the distribution width of the 13 bored piles is 22.2m, and the number of piles per unit width is 13 / 22.2=0.586; the horizontal bearing capacity characteristic value of a single pile is not less than 510kN, and the horizontal bearing capacity of a single pile can provide a bending moment of 510x16=8160kN.m; further, according to the foundation calculation system software, the resisting moment of the sliding arc with a stability coefficient of 0.623 is MR=11109.33kN.m, the sliding force moment is M0=17842.56kN.m, and the stability coefficient of the slope sliding arc after considering the pile cutting force is (11109.33+8160x0.586) / 17842.56=0.89. The calculation result is still unstable, and therefore reinforcement measures must be taken to proceed with the subsequent construction.

[0055] If the concrete cushion structure is considered, only the self-weight of the outside of the pile cap (i.e. within a range of 15m from the center) is considered, and the corresponding sliding arc (sliding arc radius of 10.5m) has 3 bored piles within it that can provide resistance, and the distribution width of the 3 bored piles is 22.2m, and the number of piles per unit width is 3 / 22.2=0.135; the horizontal bearing capacity characteristic value of a single pile is not less than 510kN, and the horizontal bearing capacity of a single pile can provide a bending moment of 510x10.5=5355kN.m; further, according to the foundation calculation system software, the resisting moment of the sliding arc is MR=3007.99kNm, the sliding force moment is M0=3679.29kN.m, and the stability coefficient of the slope sliding arc after considering the pile cutting force is (3007.99+5355x0.135) / 3679.29=1.01. The calculation result is stable. It can be seen that the concrete cushion structure design of the embodiment can effectively improve the stability of the slope.

[0056] In summary, the structural design of the wind power concrete pile cap reinforced foundation can effectively solve the quality and safety problems of slope instability, collapse and other quality and safety problems in the tidal zone environment such as breakwater, and on the basis of effectively controlling the cost and ensuring the convenience of construction, a wind power foundation construction technology suitable for breakwater and other tidal zones is formed, which better responds to the influence of soft geological conditions, waves, currents and ice and other environmental loads in the tidal zone such as breakwater, and improves the stability, reliability and economy of the wind turbine foundation.

Claims

1. A windmill concrete pile cap reinforcement foundation suitable for breakwater, characterized by, The pile foundation (1), the block stone platform (2) and the concrete cushion (3) are provided; wherein, The pile foundation (1) comprises a center pile (101), an inner circle pile group (102) and an outer circle pile group (103) which are sequentially arranged from inside to outside; the inner circle pile group (102) and the outer circle pile group (103) are each composed of a plurality of piles which are uniformly arranged along the circumferential direction and coaxially arranged with the center pile (101); the block stone platform (2) comprises a block stone layer which is formed by filling and extending a plurality of block stones above the silt layer and at the edge of the body of the breakwater (6), so that the lower part of each pile is formed in the stratum and the upper part is shaped to the elevation position by arranging a steel casing (104); a center groove coaxially arranged with the center pile (101) is formed on the top surface of the block stone platform (2); The concrete cushion (3) comprises a center concrete layer (301) formed in the center groove, and an outer edge concrete layer (302) which surrounds the center concrete layer (301) and is integrally formed with the center concrete layer (301); a steel reinforcement cage (303) is arranged in the center concrete layer (301), the outer edge concrete layer (302) is a plain concrete layer and is flush with the top surface of the center concrete layer (301); the top end of the center pile (101) is poured and fixed in the center concrete layer (301), the top end of each pile of the inner circle pile group (102) is arranged above the center concrete layer (301), and the top end of each pile of the outer circle pile group (103) is arranged above the outer edge concrete layer (302).

2. The windmill concrete pile cap reinforcement foundation for breakwater according to claim 1, characterized in that, The center pile (101) is coaxially arranged with the concrete pile cap (4) to be poured above it, and the diameter of the inner circle pile group is greater than the outer diameter of the fan tower (5) to be installed above it and less than the outer diameter of the base of the concrete pile cap (4); the diameter of the outer circle pile group is adapted to the outer diameter of the base of the concrete pile cap (4) to support below the outer peripheral edge position of the base of the concrete pile cap (4).

3. The windmill concrete pile cap reinforcement foundation for breakwater according to claim 1, characterized in that, The block stone layer of the block stone platform (2) is formed by filling 10-100 kg granite blocks.

4. The windmill concrete pile cap reinforcement foundation for breakwater according to claim 1, wherein, The steel reinforcement cage (303) is composed of a lower layer steel reinforcement cage and an upper layer steel reinforcement cage arranged at intervals from bottom to top, both of which include a radial steel reinforcement group and a circumferential steel reinforcement group; the radial steel reinforcement group is composed of a plurality of radial long steel reinforcements and a plurality of radial short steel reinforcements, both of which are arranged alternately and uniformly in the circumferential direction; one end of the radial long steel reinforcement and the radial short steel reinforcement is arranged adjacent to the wall of the central groove, and the other end of the radial long steel reinforcement is bent at an obtuse angle and arranged in a horizontal and vertical grid shape on the top side of the central bored pile (101); the circumferential steel reinforcement group is composed of a plurality of circumferential steel reinforcements, which are arranged in a radial direction in the central groove in a ring shape; the upper layer steel reinforcement cage further includes a plurality of reinforcing steel reinforcement groups arranged above the circumferential steel reinforcement group, which are arranged at each bored pile constituting the inner circle bored pile group (102); each reinforcing steel reinforcement group is composed of a plurality of circumferential reinforcing steel reinforcements and a plurality of radial reinforcing steel reinforcements, the plurality of circumferential reinforcing steel reinforcements are arranged at equal intervals in the radial direction at the position of the corresponding bored pile, and the plurality of radial reinforcing steel reinforcements are arranged at equal intervals in the circumferential direction at the position of the corresponding bored pile; the intersection positions between the radial long steel reinforcement and the circumferential steel reinforcement, between the radial short steel reinforcement and the circumferential steel reinforcement, between the circumferential steel reinforcement and the radial reinforcing steel reinforcement, and between the radial reinforcing steel reinforcement and the circumferential reinforcing steel reinforcement are all formed by binding and fixing.

5. The windmill concrete pile cap reinforcement foundation suitable for breakwater according to claim 4, characterized in that, In the lower layer steel reinforcement cage and the upper layer steel reinforcement cage, the radial long steel reinforcement and the circumferential steel reinforcement that need to be arranged through the bored pile are composed of a plurality of steel reinforcement segments, and one end of the steel reinforcement abuts against the outer steel casing (104) of the bored pile and is arranged in a manner of bending the end upward or downward, and the steel reinforcement side wall of the bent segment is welded and fixed on the outer wall of the steel casing (104).

6. The windmill concrete pile cap reinforcement foundation for breakwater according to claim 4, wherein, The plurality of circumferential reinforcing steel reinforcements in each reinforcing steel reinforcement group are arranged in a staggered position with the plurality of circumferential steel reinforcements below, and the plurality of radial reinforcing steel reinforcements are arranged in a staggered position with the plurality of radial long steel reinforcements and radial short steel reinforcements below.

7. The windmill concrete pile cap reinforcement foundation for breakwater according to claim 4, wherein, The length of the radial long steel reinforcement is greater than the radius of the circular groove, and the length of the radial short steel reinforcement is set to 1 / 2~2 / 3 of the radius of the circular groove; the included angle between adjacent radial long steel reinforcements and radial short steel reinforcements is 2°~3°, and the spacing between adjacent circumferential steel reinforcements is 150mm~200mm.

8. The windmill concrete pile cap reinforcement foundation suitable for breakwater according to claim 1, characterized in that, The outer diameter of the central concrete layer (301) is greater than the outer diameter of the inner circle bored pile group, and the outer diameter of the outer edge concrete layer (302) is greater than the outer diameter of the outer circle bored pile group.

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