• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    Method of construction of the foundation of a tower. The invention provides a method of construction with in-situ concreting of foundations (10) of towers, in particular of wind turbine towers, configured by a base slab (11) of circular shape or polygonal shape, a pedestal (13) with a cylindrical or prismatic shape and a plurality of radial walls (15) of prismatic-triangular or prismatic-trapezoidal shape extending from the pedestal (13) towards the outer edge of the base slab (11). The construction method comprises a curing step in which water is supplied to the foundation in a controlled manner automatically from a plurality of water emitters (59) arranged in water distribution pipes (55, 57) located on places of the foundation (10). (Machine-translation by Google Translate, not legally binding)
    公开号:ES2673105A1
    申请号:ES201600833
    申请日:2016-12-19
    公开日:2018-06-19
    发明作者:Prusty SUDHANSU BHUSAN；Javier Alonso Gainza
    申请人:Gamesa Innovation and Technology SL；
    IPC主号:
    专利说明:

    CONSTRUCTION METHOD OF THE FOUNDATION OF A TOWER FIELD OF THE INVENTION
    The present invention relates to tower foundations and particularly to wind turbine tower foundations. BACKGROUND
    A known configuration of tower foundations of wind turbines comprise a base slab, a cylindrical pedestal (on which the tower rests) and radial walls that extend from the cylindrical pedestal to the edge of the base slab.
    Given the situation away from the urban centers of the wind turbine towers and the dimensions of the foundation, its construction by in-situ concreting raises several problems that have led to the formulation of various proposals for its construction using elements Prefabricated as described in US 2007/181767 A 1, WO 2008/036934 A 1 and W02015 / 124815A1.
    Proposals are also known to reduce the size of the foundations such as that described in WO 2010/138978 A 1 in which a three-dimensional network of post-tensioning elements is used to achieve a desirable combination of high stiffness and greater fatigue resistance. The design of the foundation reduces the weight and volume of the materials used, reduces the cost and improves the conditions of heat dissipation during construction by having a lower ratio of concrete mass per surface area thus eliminating the risk of thermal cracking Due to the heat of hydration.
    However, the construction of wind turbine tower foundations (and other types of towers) by in-situ concreting has the great advantage that a monolithic structure is achieved, so there is a demand for foundation construction procedures that resolve the problems

    raised by the known construction procedures and in particular the high cost of the curing stage. SUMMARY OF THE INVENTION
    The invention provides a method of construction with concrete concreting of tower foundations (particularly wind turbine tower foundations) configured by a base slab, a pedestal and a plurality of radial walls extending from the pedestal to the outer edge of the slab base.
    Relevant steps of the construction method are the positioning in position of the pedestal anchor cage using leveling feet and the curing of the foundation by supplying water in a controlled way automatically from a plurality of water emitters arranged in water distribution pipes. placed over predetermined foundation locations.
    A tower foundation constructed with the method of the invention can be configured with a circular or polygonal base slab and having a uniform or decreasing thickness between the pedestal and its outer edge, with a pedestal of a cylindrical or prismatic shape, and with radial walls of a prismatic-triangular shape with a uniform or decreasing thickness along its length or with radial walls of a prismatic-trapezoidal shape leaving an empty space between them and the pedestal and the base slab.
    These configurations provide adequate options for choosing the foundation configuration with the best steel / concrete ratio taking into account their market price.
    Other desirable features and advantages of the invention will become apparent from the following detailed description of the invention and the appended claims, in relation to the accompanying drawings.
    Figure 1 is a perspective view of the foundation of a tower that can be constructed with the method of the invention.
    Figure 2 is a perspective view of the anchor cage of the tower foundation located on leveling legs arranged on the foundation floor.
    Figure 3 is a partial perspective view of the tower foundation reinforcement.
    Figure 4 is a schematic perspective view of the water supply installation used in the curing step of the construction method of the invention.
    Figures 5 and 7 are perspective views of foundations of a tower that can be constructed with the method of the invention.
    Figure 6 is a plan view of a tower foundation that can be constructed with the method of the invention.
    Figure 8 is a sectional view of a foundation of a tower that can be constructed with the method of the invention.
    Detailed description of the invention Construction method
    The construction method of the invention is applicable to a foundation 10 of a tower configured by a circular base slab 11, a cylindrical pedestal 13 and a plurality of prismatic-triangular radial walls 15 extending from the cylindrical pedestal 13 towards the edge of the base slab 11 (see Figure 1) And also to a foundation with a base slab 11, a pedestal 13 and radial walls 15 of different shapes as will be mentioned below.
    The construction method of the invention comprises the following main steps (see Figures 2-4): a) Site preparation
    The construction site must be free of trees, shrubs and any undesirable material that may interfere with the construction.
    BRIEF DESCRIPTION OF THE DRAWINGS
    The excavation of the foundation can be carried out by an excavator with the required length, width, depth and profile. The entire bottom of the excavation will be watered lightly and well
    tamping
    Then concrete is extended in bulk to form a pavement 25, at least 12 hours are needed for setting. During this period you cannot work on pavement 25.
    b) Placement of the anchor cage and the reinforcement
    The anchoring cage 21, comprising a lower flange 33, a plurality of bolts 35 and cooperating nuts for fastening them to the flange 33 is assembled and placed in position with the help of leveling legs 37 with base plates 39 (see Figure 2) as follows:
    First, the position of the base plates 39 is marked on the pavement 25. Secondly, the leveling legs 37 with the base plates 39 are fixed to the pavement 25.
    Third, the lower flange 33 is inserted into the leveling legs 37, a first set of guide bolts 35 is positioned and fixed to the lower flange. Next, the remaining bolts 35 are placed in the lower flange 33. nuts under the lower flange 33 are applied a minimum of torque preload with a tool.
    The reinforcement 41 of the base slab 11, the reinforcement 43 of the pedestal 13 and the reinforcement 45 of the radial walls 15 are placed in their position firmly attached (see Figure 3).
    The reinforcements 41, 43, 45 must have the required coverage and where the thickness of the roof is not specified, they must have a minimum of 50mm. c) Formwork
    The formwork panels must be adequately shielded, reinforced and supported to avoid deflection under the dead weight of the concrete and the superimposed live loads of the workers and the material and to resist vibrations and winds.
    d) The concreting
    A pump will preferably be used to supply concrete with
    consistency and plasticity required without segregation or loss of
    workability
    The pouring of concrete will begin in a circular form from the edges of
    5 foundations and layers with a thickness of approximately 30cm.
    The concrete will be compacted to achieve maximum density using
    mechanical vibrators The minimum diameter of the vibrating needle for concrete
    "raft" is 60mm. However, vibrating needles can be used more
    small for congested reinforcement areas around embedments.
    l O e) Decoupling
    Formwork panels must be removed after a period
    default counted from the end time of the discharge of
    concrete.
    f) Cured
    fifteen After formwork, exposed concrete surfaces should
    be cured properly keeping them constantly wet during
    at least 10 days, a period that can be extended for the maintenance of the
    wet concrete for an additional period depending on the
    Cube test results on the 7th day. The vertical faces of the
    twenty Concrete surfaces must be covered by wet jute bags
    tied with ropes around it.
    Unlike known curing methods, the invention contemplates the
    use of an automatic curing system by means of a supply system
    of water that is installed in the foundation immediately after
    25 uncoupling
    In one embodiment, the water supply system comprises (see
    Figure 4) a water tank 47, a pumping unit 49, a pipe of
    supply 51 connected to the water tank 47 and the power unit
    pumping 49, a circular pipe 53 arranged in the cylindrical pedestal 13 and
    30 distribution pipes 55, 57 with water emitters 59 for the supply of
    water to the foundation 10 And a control system (not shown) that allows
    control the frequency of curing (which is set according to the
    weather conditions) or, in other words, the supply times of
    Water. The pipes 55 are arranged on the radial walls 15 and the pipe is arranged on the edge of the base slab 11. The pumping unit 49 takes the water from the water tank 47 and delivers water with adequate pressure to the feed line 51.
    In one embodiment, the distribution pipes 55, 57 are 1.5-inch PVC pipes with water emitters 59 (typically having a diameter of 2 mm) placed with a gap between them of 1m.
    An advantage of this curing method is that it reduces labor costs and ensures that the curing is carried out perfectly and therefore a quality foundation can be obtained because it ensures that all the foundation sites are cured with effectiveness. On the other hand, water losses are avoided.
    These advantages are particularly relevant for curing the vertical faces of the foundation 10.
    g) Filling and grouting
    Once the curing is completed, the filling of the foundation with the previously extracted material can be done by layers of a thickness of less than 300mm. The necessary tests should be done to ensure that the filling has reached the required density. Grouting can only be done once the concreting is completed. Cementing configurations
    The construction method of the invention is also applicable foundations with different configurations to that shown in Figures 1-4 oriented either to an improvement of its structural behavior to meet particular needs and / or to achieve an optimal steel / Concrete of the foundation taking into account the market prices of steel and concrete.
    As examples of foundations configurations designed to meet particular needs, foundations can be mentioned in which the pedestal is configured with a prismatic shape instead of a cylindrical shape and / or when the base slab 11 is configured with a polygonal shape instead of a circular shape (see Figure 5).
    Foundations with a different steel ratio can be achieved! concrete to that of the embodiment shown in Figures 1-4 either by increasing the volume of the radial walls 15 (see Figure 6) or by increasing the volume of the base slab 11 (see Figure 7) without a proportional increase in the radial wall reinforcements 15 or base slab 11.
    In the first case, the reduction of the steel / concrete ratio of the foundation 10 is achieved with radial walls 15 having a variable thickness from the pedestal 13 to the outer edge of the base slab 11.
    In the second case, the reduction of the steel / concrete ratio of the foundation 10 is achieved with a base slab 11 having a variable thickness from the pedestal 13 to its outer edge.
    A combination of the configurations shown in Figures 6 and 7 would also allow a reduction in the steel / concrete ratio of the foundation.
    An increase in the steel / concrete ratio can be achieved with the configuration shown in Figure 8, in which radial walls 15 do not extend along the entire pedestal 13 or along the entire base slab
    eleven . They are configured with a triangular prismatic shape and leave an empty space 48 with both the pedestal 13 and the base slab 11. The necessary reinforcement would be similar to that of the radial walls shown in Figure 1, but the volume of concrete will be smaller.
    Although the present invention has been described in connection with various embodiments, it should be understood from the foregoing that combinations of elements, variations or improvements can be made that are within the scope of the invention defined in the appended claims.
    权利要求:
    Claims (4)
    [1]
    1. Method for the construction of ffi a foundation (10) of a tower,
    comprising the following steps: a) Site preparation including the construction of a mass concrete pavement (25); b) Placement of an anchor cage (21) And of some reinforcements; c) Formwork; d) Concreting; e) De-formwork; f) Cured;
    characterized in that:
    - Step b) is carried out in the following sub-steps: b1) Place leveling legs (37) with base plates (39) fixed to the pavement (25) as positioning means for the anchor cage (21); b2) Place the reinforcement (41) of a base slab (11); b3) position the anchor cage (21) with the leveling feet (37) fixed to a lower flange (33); b4) Place reinforcements (43, 45) of a pedestal (13) and radial walls
    (fifteen); - Steps b), c), d) and e) are carried out sequentially for the foundation set (10);
    - Step f) is carried out by supplying water in a controlled manner automatically to the foundation (10) from a plurality of water emitters (59) arranged in water distribution pipes (55, 57) located in predetermined locations of the foundation (10).
    [2]
    2. Construction method according to claim 1 characterized in that the mode of automatically controlling the water supply to the foundation
    (10) comprises controlling at least the supply times over a predetermined period of time.
    [3]
    3. Construction method according to claim 1, characterized in that said water distribution pipes (55, 57) are located, respectively, on the radial walls (15) and the base slab (11).
    [4]
    4. Construction method according to claim 1, characterized in that
    The base slab (11) is configured with a circular or polygonal shape.
    5 5. Construction method according to claim 4, characterized in that the base slab (11) is configured with a uniform thickness or a decreasing thickness between the pedestal (13) and the outer edge.
    the 6. Construction method according to claim 1, characterized in that the pedestal (13) is configured with a cylindrical or prismatic shape. 7. A construction method according to claim 1, characterized in that the radial walls (15) are configured with a prismatic-triangular or prismatic-trapezoidal shape.
    fifteen 8. A construction method according to claim 7, wherein the radial walls (15) are configured with a triangular-prismatic shape having a uniform thickness along its length or a decreasing thickness in the direction towards the outer edge.
    twenty 9. A construction method according to claim 7, characterized in that the radial walls (15) are configured with a prismatic-trazozoidal shape leaving an empty space (48) between them and the pedestal (13) and the base slab (11).
    25 10. Construction method according to any of claims 1-9, characterized in that the tower belongs to a wind turbine.
    30 eleven . Foundation of a tower (10) characterized in that it is configured by a base slab (11), a pedestal (13) and a plurality of radial walls (15) that extend from the pedestal (13) to the outer edge of the slab base (11); including the pedestal (13) an anchor cage (21) as a means of joining the tower to the foundation (10) that is formed by a lower flange
    (33) And a set of bolts (35) with cooperating nuts to fasten them to the lower flange (33).
    10 ~
    FIG. 1
    FIG. 2
    43
     FIG. 3
    59 53
    FIG. 4
    FIG. 5
    10 ______
    FIG. 6
    ""
    类似技术:
    公开号 | 公开日 | 专利标题
    US11072934B2|2021-07-27|Foundation with pedestal and ribs for towers
    US9937635B2|2018-04-10|Method of constructing a wind tower foundation
    US10626573B2|2020-04-21|Wind turbine and wind turbine foundation
    US9096985B1|2015-08-04|Foundation with slab, pedestal and ribs for columns and towers
    US8661752B2|2014-03-04|Foundation with slab, pedestal and ribs for columns and towers
    US20110061321A1|2011-03-17|Fatigue reistant foundation system
    ES2476599T3|2014-07-15|Anchorage of a tower of a wind power installation
    US20150086278A1|2015-03-26|Systems and methods to reinforce excavation walls
    ES2673105B1|2019-03-26|Method of construction of the foundation of a tower
    CN105604086B|2018-10-23|Fan foundation structure
    US10968894B2|2021-04-06|Wind turbine foundation and method of constructing a wind turbine foundation
    KR20210094617A|2021-07-29|Foundation for wind turbine towers
    US20200149242A1|2020-05-14|Methods for constructing tensionless concrete pier foundations and foundations constructed thereby
    AU2010226975A1|2011-04-21|Precast Concrete Foundation Block and Foundation
    KR20120058362A|2012-06-07|Ground Reinforcement Device for Support Column
    DK2427603T3|2018-06-25|Exhaustion-resistant foundation
    同族专利:
    公开号 | 公开日
    CN108203989A|2018-06-26|
    BR102017027503A2|2018-10-30|
    US20180171575A1|2018-06-21|
    EP3336260A1|2018-06-20|
    MX2017016379A|2018-11-09|
    ES2673105B1|2019-03-26|
    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    US20110061321A1|2006-09-21|2011-03-17|Ahmed Phuly|Fatigue reistant foundation system|
    EP2427603A2|2009-05-05|2012-03-14|Ahmed Phuly Engineering & Consulting, Inc.|Fatigue resistant foundation|
    CN202271431U|2011-05-17|2012-06-13|韩永阳|Automatic maintenance device of concrete|
    CN203924098U|2014-07-07|2014-11-05|闵怡红|Hang adjustable type prestressing force crab-bolt cage|
    CN105002924A|2015-08-03|2015-10-28|瑞风能源（武汉）工程技术有限公司|Hollow ground anchor cage base|
    CN105239592A|2015-10-08|2016-01-13|国家电网公司|Automatic watering maintenance system of concrete pole foundation|
    DE10321647A1|2003-05-13|2004-12-02|Wobben, Aloys, Dipl.-Ing.|Foundation for a wind turbine|
    CA2651259C|2006-05-05|2014-04-01|Allan P. Henderson|Post-tension pile anchor foundation and method therefor|
    DK2064393T3|2006-09-21|2012-10-15|Ahmed Phuly Engineering & Consulting Inc|PARTICULARLY PREPARED FOR MODULAR FOUNDATION SYSTEM|
    EP2664714A1|2012-05-16|2013-11-20|Christian Schmees|Method for producing a concrete foundation body for the tower of a wind power assembly|
    ES2548297B9|2014-02-18|2021-01-15|Inneo Torres Sl|Prefabricated footing for wind towers|
    法律状态:
    2018-01-30| FA2A| Application withdrawn|Effective date: 20180124 |
    2018-06-19| BA2A| Patent application published|Ref document number: 2673105 Country of ref document: ES Kind code of ref document: A1 Effective date: 20180619 |
    2019-03-26| FG2A| Definitive protection|Ref document number: 2673105 Country of ref document: ES Kind code of ref document: B1 Effective date: 20190326 |
    2019-09-11| FA2A| Application withdrawn|Effective date: 20190905 |
    优先权:
    申请号 | 申请日 | 专利标题
    ES201600833A|ES2673105B1|2016-12-19|2016-12-19|Method of construction of the foundation of a tower|ES201600833A| ES2673105B1|2016-12-19|2016-12-19|Method of construction of the foundation of a tower|
    EP17205067.6A| EP3336260A1|2016-12-19|2017-12-04|Construction method of a tower foundation|
    US15/834,611| US20180171575A1|2016-12-19|2017-12-07|Construction method of a tower foundation|
    MX2017016379A| MX2017016379A|2016-12-19|2017-12-14|Construction method of a tower foundation.|
    CN201711343634.7A| CN108203989A|2016-12-19|2017-12-14|The method of construction of pylon ground|
    BR102017027503A| BR102017027503A2|2016-12-19|2017-12-19|tower cementation construction method|
    [返回顶部]