CN103243735A - Prestressed concrete cylindrical foundation with oblique supports - Google Patents
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- 239000004567 concrete Substances 0.000 claims abstract description 22
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- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 238000010276 construction Methods 0.000 abstract description 16
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Abstract
本发明公开了一种带斜支撑的预应力混凝土筒型基础，由混凝土筒型基础、混凝土斜支撑、混凝土过渡段、预应力钢筋组成；混凝土筒型基础顶盖与混凝土斜支撑、混凝土过渡段浇筑为一整体，混凝土过渡段为从上到下直径和厚度线性变化的空心圆柱；过渡塔段壁内沿着圆环均匀布置预应力钢筋；斜支撑放射状均匀布置在过渡段底部，内设斜向预应力钢筋；过渡段顶部内埋设法兰盘，通过法兰盘与风力机塔筒连接。该结构能改善结构自身的应力情况，使结构在施工和运行过程中不产生裂缝，增加结构的耐久性和稳定性，且改良结构简单，施工方便，适用范围广。
The invention discloses a prestressed concrete cylindrical foundation with oblique supports, which is composed of concrete cylindrical foundations, concrete oblique supports, concrete transition sections, and prestressed steel bars; the concrete cylindrical foundation top cover, concrete oblique supports, and concrete transition sections It is poured as a whole, and the concrete transition section is a hollow cylinder whose diameter and thickness change linearly from top to bottom; the prestressed steel bars are evenly arranged along the ring in the wall of the transition tower section; To the prestressed steel bars; the top of the transition section is embedded with a flange, which is connected to the wind turbine tower through the flange. The structure can improve the stress condition of the structure itself, prevent the structure from producing cracks during construction and operation, increase the durability and stability of the structure, and has simple improved structure, convenient construction and wide application range.
Description
技术领域technical field
本发明属于海上风电、港口、海洋和水利工程中的基础结构领域，更加具体地说，涉及一种带斜支撑的预应力混凝土筒型基础结构体系。The invention belongs to the field of foundation structures in offshore wind power, ports, ocean and water conservancy projects, and more specifically relates to a prestressed concrete cylindrical foundation structure system with oblique supports.
背景技术Background technique
风机基础是海上风电建设中的重要组成部分，其结构受力及稳定性影响了整个风机结构的安全性，在造价中也占有较大比重。目前应用较多的海上风机基础有重力式基础、桩基、导管架及筒型基础。筒型基础作为一种新型的基础形式，具有以下显著优点：适用条件广；节省用钢量，节约成本；采用负压施工，施工速度快，便于海上恶劣天气间隙施工；可在陆上安装预制，再拖运到工地，便于安和运输；筒基直接插入浅层地基内，不用做地基处理，且只需对海床浅部地质条件进行勘察，风电场寿命终止时，可简单方便的拔出进行二次利用。因此，筒型基础成为近年来的研究热点。但已有的钢筋混凝土筒型基础结构往往都出现局部应力大，施工复杂等问题，无法达到海洋工程中混凝土结构无裂缝的最优状态，一旦结构出现裂缝，海水将对结构内部钢筋产生腐蚀作用，最终导致整个风机结构的破坏。The wind turbine foundation is an important part of offshore wind power construction, and its structural stress and stability affect the safety of the entire wind turbine structure, and it also occupies a large proportion in the construction cost. At present, the foundations of offshore wind turbines that are widely used include gravity foundations, pile foundations, jackets and barrel foundations. As a new type of foundation, the cylindrical foundation has the following significant advantages: wide application conditions; saving steel consumption and cost; adopting negative pressure construction, the construction speed is fast, and it is convenient for gap construction in severe weather at sea; prefabrication can be installed on land , and then hauled to the construction site, which is convenient for safety and transportation; the tube foundation is directly inserted into the shallow foundation without foundation treatment, and only needs to investigate the geological conditions of the shallow seabed. When the life of the wind farm ends, it can be easily and conveniently pulled out out for secondary use. Therefore, the cylindrical foundation has become a research hotspot in recent years. However, the existing reinforced concrete cylindrical foundation structures often have problems such as large local stress and complicated construction, and cannot achieve the optimal state of no cracks in the concrete structure in marine engineering. Once cracks appear in the structure, seawater will corrode the internal steel bars of the structure. , eventually leading to the destruction of the entire fan structure.
发明内容Contents of the invention
本发明旨在克服现有技术的不足，提出一种新型混凝土筒型基础结构，该结构能改善结构自身的应力情况，使结构在施工和运行过程中不产生裂缝，增加结构的耐久性和稳定性，且改良结构简单，施工方便，适用范围广。The present invention aims at overcoming the deficiencies of the prior art, and proposes a new type of concrete tubular foundation structure, which can improve the stress of the structure itself, prevent the structure from cracking during construction and operation, and increase the durability and stability of the structure The improved structure is simple, the construction is convenient, and the application range is wide.
本发明的技术目的通过下述技术方案予以实现。The technical purpose of the present invention is achieved through the following technical solutions.
一种带斜支撑的预应力混凝土筒型基础，由筒型基础、斜支撑和基础过渡塔筒段组成，筒型基础为设有密封顶盖的钢筋混凝土筒型结构，其顶盖配有上下两排呈井字形的预应力钢筋；斜支撑为混凝土结构，其中设置有预应力钢筋，所述斜支撑设置于筒型基础的密封顶盖上，以基础过渡塔筒段为圆心，呈径向均匀分布，根据实际情况布置根数（数量），10—16根（个）均可；基础过渡塔筒段为预应力混凝土结构，其中设置有预应力钢筋，所述基础过渡塔筒段的外径和壁厚由上端往下端线性递增，其上端通过法兰盘与发电机组塔筒连接固定，其下端与钢筋混凝土筒型基础、斜支撑浇为一整体。A prestressed concrete cylindrical foundation with oblique supports, which is composed of cylindrical foundations, oblique supports and foundation transition tower sections. The cylindrical foundation is a reinforced concrete cylindrical structure with a sealed top cover, and the top cover is equipped with upper and lower Two rows of prestressed steel bars in the shape of a well; the oblique support is a concrete structure, in which prestressed steel bars are arranged. Evenly distributed, according to the actual situation, the number (quantity) of 10-16 (pieces) is acceptable; the foundation transition tower section is a prestressed concrete structure, in which prestressed steel bars are arranged, and the outer surface of the foundation transition tower section The diameter and wall thickness increase linearly from the upper end to the lower end. The upper end is connected and fixed with the tower of the generator set through a flange, and the lower end is integrated with the reinforced concrete cylindrical foundation and diagonal supports.
所述筒型基础直径25—50m，优选30—50m；壁厚30—50cm，优选壁厚40—50cm；顶盖厚度30—60cm，优选50—60cm；筒壁高度6—15m，优选6—10m。The diameter of the cylindrical foundation is 25-50m, preferably 30-50m; the wall thickness is 30-50cm, preferably 40-50cm; the thickness of the top cover is 30-60cm, preferably 50-60cm; the height of the cylinder wall is 6-15m, preferably 6- 10m.
所述斜支撑的长边（斜支撑与基础过渡塔筒段的连接边）4—10m，优选4—6m；短边（斜支撑与筒型基础的连接边）0.5—5m，优选0.5—1m；倾斜角（斜支撑的斜边与水平方向的夹角）为10—30°，优选为10—17°。The long side of the oblique support (the connection side between the oblique support and the foundation transition tower section) is 4-10m, preferably 4-6m; the short side (the connection side between the oblique support and the cylindrical foundation) is 0.5-5m, preferably 0.5-1m ; The inclination angle (the angle between the hypotenuse of the oblique support and the horizontal direction) is 10-30°, preferably 10-17°.
所述基础过渡塔筒段顶部外径4—8m，优选外径6—8m，壁厚0.4—0.6m；与筒型基础的顶盖连接处外径10—12m，壁厚1—2m，优选壁厚1—1.4m，总高度15—40m，优选总高度20—30m。The outer diameter of the top of the foundation transition tower section is 4-8m, preferably 6-8m, and the wall thickness is 0.4-0.6m; the outer diameter of the top cover connection with the cylindrical foundation is 10-12m, and the wall thickness is 1-2m, preferably The wall thickness is 1-1.4m, the total height is 15-40m, preferably the total height is 20-30m.
所述基础过渡塔筒段中，预应力钢筋分两圈布置，各15—25束，优选20—25束，其顶部固定在法兰盘上，下段伸到筒型基础的顶盖下部，并用锚具锚固，两束预应力钢筋中心间距为150mm—300mm，优选250mm—300mm，且预应力钢筋束距该构件边缘间距不小于50mm。In the transition tower section of the foundation, the prestressed steel bars are arranged in two circles, each with 15-25 bundles, preferably 20-25 bundles, the top of which is fixed on the flange, and the lower section extends to the lower part of the top cover of the cylindrical foundation, and uses Anchorage anchoring, the distance between the centers of two bundles of prestressed steel bars is 150mm-300mm, preferably 250mm-300mm, and the distance between the prestressed steel tendons and the edge of the component is not less than 50mm.
所述斜支撑中，上下平行布置两束预应力钢筋，所述两束预应力钢筋中心间距为150mm—300mm，优选250mm—300mm，且预应力钢筋束距该构件边缘间距不小于50mm。In the oblique support, two bundles of prestressed steel bars are arranged in parallel up and down, the center distance between the two bundles of prestressed steel bars is 150mm-300mm, preferably 250mm-300mm, and the distance between the prestressed steel tendons and the edge of the component is not less than 50mm.
所述筒型基础顶盖上设置的预应力钢筋间距0.5—1.2m，优选间距1—1.2m，分上下两层布置，每层布置25—50束，优选每层布置25—30束，其端部通过锚具将预应力钢筋锚固在筒壁外围。The distance between the prestressed steel bars set on the top cover of the cylindrical foundation is 0.5-1.2m, preferably 1-1.2m, arranged in upper and lower layers, with 25-50 bundles arranged in each layer, preferably 25-30 bundles arranged in each layer. At the end, the prestressed steel bars are anchored on the periphery of the cylinder wall through anchors.
本发明提出一种带斜支撑的预应力混凝土筒型基础结构，此结构主要对混凝土过渡段及筒顶盖与过渡段的连接部位进行体型优化，改善结构应力情况，避免了顶盖及上部结构的应力集中，充分利用材料的承载力，改善筒型基础在施工和运行工况下的应力情况，提高结构的稳定性和耐久性。在相同荷载下减小了结构尺寸和预应力钢筋用量，进而提高结构的经济性。此结构形式与其他筒型基础不同之处：顶盖及以上部位都采用预应力混凝土材料，减少了用钢量；顶盖上加预应力斜支撑比加预应力梁的传力方式更好，避免了荷载直接竖向传到顶盖，导致顶盖被拉坏；过渡段直径由上到下增加，可缓解过渡段底部应力集中现象，厚度由上到下增加的形式可避免过渡段底部直径过大，减小扰流。本发明可在陆地预制，利用结构自身的空腔，分仓充气，在一定牵引下拖航至施工位置，并使用负压加载和边壁高压充气或水破土即可沉入地基，大大降低运输费用和施工成本，且该结构还可回收利用。斜支撑，渐变直径和渐变壁厚的混凝土过渡段结构的巧妙设计，充分利用混凝土和预应力钢筋的材料性能，大大减小材料用量，安全经济。The invention proposes a prestressed concrete cylindrical foundation structure with oblique supports. This structure mainly optimizes the body shape of the concrete transition section and the connection between the top cover and the transition section, improves the structural stress, and avoids the need for the top cover and the upper structure. stress concentration, make full use of the bearing capacity of the material, improve the stress condition of the cylindrical foundation under construction and operation conditions, and improve the stability and durability of the structure. Under the same load, the structural size and the amount of prestressed steel bars are reduced, thereby improving the economical efficiency of the structure. This structural form is different from other cylindrical foundations: the top cover and above are all made of prestressed concrete materials, which reduces the amount of steel used; the force transmission method of adding prestressed oblique supports to the top cover is better than adding prestressed beams, It avoids the load being directly transmitted to the top cover vertically, causing the top cover to be pulled down; the diameter of the transition section increases from top to bottom, which can alleviate the stress concentration phenomenon at the bottom of the transition section, and the form of increasing thickness from top to bottom can avoid excessive diameter at the bottom of the transition section. Larger, less spoiler. The invention can be prefabricated on land, using the cavity of the structure itself, inflating the compartments, towed to the construction position under a certain traction, and using negative pressure loading and high-pressure inflation of the side wall or water breaking the soil to sink into the foundation, greatly reducing transportation fees and construction costs, and the structure is also recyclable. The ingenious design of the concrete transition section structure with oblique support, gradual diameter and gradual wall thickness makes full use of the material properties of concrete and prestressed steel bars, greatly reduces the amount of materials, and is safe and economical.
附图说明Description of drawings
图1为本发明带斜支撑的预应力混凝土筒型基础剖面示意图。Fig. 1 is a schematic cross-sectional view of the prestressed concrete cylindrical foundation with oblique supports of the present invention.
图2为本发明带斜支撑的预应力混凝土筒型基础俯视示意图。Fig. 2 is a top view schematic diagram of the prestressed concrete cylindrical foundation with oblique supports of the present invention.
其中1为筒型基础；2为基础过渡塔筒段；3为斜支撑；4为法兰盘；5为预应力钢筋；6为发电机组塔筒。Among them, 1 is the cylindrical foundation; 2 is the foundation transition tower section; 3 is the oblique support; 4 is the flange; 5 is the prestressed steel bar; 6 is the tower of the generator set.
具体实施方式Detailed ways
下面结合具体实施例进一步说明本发明的技术方案。The technical solutions of the present invention will be further described below in conjunction with specific embodiments.
如附图1和2所示，一种带斜支撑的预应力混凝土圆筒型基础，由筒型基础1、斜支撑3和基础过渡塔筒段2组成，筒型基础1为设有密封顶盖的钢筋混凝土筒型结构，其顶盖配有上下两排呈井字形的预应力钢筋；斜支撑3为混凝土结构，根据实际情况布置根数，10—16根均可，其设置于筒型基础1的密封顶盖上，以基础过渡塔筒段2为圆心，呈径向均匀分布；基础过渡塔筒段2为预应力混凝土结构由上端往下端线性递增，其上端通过法兰盘4与发电机组塔筒6连接固定，其下端与钢筋混凝土筒型基础1、斜支撑3浇为一整体。As shown in Figures 1 and 2, a prestressed concrete cylindrical foundation with oblique supports is composed of a
所述筒型基础直径25—50m，优选30—50m；壁厚30—50cm，优选壁厚40—50cm；顶盖厚度30—60cm，优选50—60cm；筒壁高度6—15m，优选6—10m。所述斜支撑的长边（斜支撑与基础过渡塔筒段的连接边）4—10m，优选4—6m；短边（斜支撑与筒型基础的连接边）0.5—5m，优选0.5—1m；倾斜角（斜支撑的斜边与水平方向的夹角）为10—30°，优选为10—17°。所述基础过渡塔筒段顶部外径4—8m，优选外径6—8m，壁厚0.4—0.6m；与筒型基础的顶盖连接处外径10—12m，壁厚1—2m，优选壁厚1—1.4m，总高度15—40m，优选总高度20—30m。所述基础过渡塔筒段中，预应力钢筋分两圈布置，各15—25束，优选20—25束，其顶部固定在法兰盘上，下段伸到筒型基础的顶盖下部，并用锚具锚固，两束预应力钢筋中心间距为150mm—300mm，优选250mm—300mm，且预应力钢筋束距该构件边缘间距不小于50mm。所述斜支撑中，上下平行布置两束预应力钢筋，所述两束预应力钢筋中心间距为150mm—300mm，优选250mm—300mm，且预应力钢筋束距该构件边缘间距不小于50mm。所述筒型基础顶盖上设置的预应力钢筋间距0.5—1.2m，优选间距1—1.2m，分上下两层布置，每层布置25—50束，优选每层布置25—30束，其端部通过锚具将预应力钢筋锚固在筒壁外围。The diameter of the cylindrical foundation is 25-50m, preferably 30-50m; the wall thickness is 30-50cm, preferably 40-50cm; the thickness of the top cover is 30-60cm, preferably 50-60cm; the height of the cylinder wall is 6-15m, preferably 6- 10m. The long side of the oblique support (the connection side between the oblique support and the foundation transition tower section) is 4-10m, preferably 4-6m; the short side (the connection side between the oblique support and the cylindrical foundation) is 0.5-5m, preferably 0.5-1m ; The inclination angle (the angle between the hypotenuse of the oblique support and the horizontal direction) is 10-30°, preferably 10-17°. The outer diameter of the top of the foundation transition tower section is 4-8m, preferably 6-8m, and the wall thickness is 0.4-0.6m; the outer diameter of the top cover connection with the cylindrical foundation is 10-12m, and the wall thickness is 1-2m, preferably The wall thickness is 1-1.4m, the total height is 15-40m, preferably the total height is 20-30m. In the transition tower section of the foundation, the prestressed steel bars are arranged in two circles, each with 15-25 bundles, preferably 20-25 bundles, the top of which is fixed on the flange, and the lower section extends to the lower part of the top cover of the cylindrical foundation, and uses Anchorage anchoring, the distance between the centers of two bundles of prestressed steel bars is 150mm-300mm, preferably 250mm-300mm, and the distance between the prestressed steel tendons and the edge of the component is not less than 50mm. In the oblique support, two bundles of prestressed steel bars are arranged in parallel up and down, the center distance between the two bundles of prestressed steel bars is 150mm-300mm, preferably 250mm-300mm, and the distance between the prestressed steel tendons and the edge of the component is not less than 50mm. The distance between the prestressed steel bars set on the top cover of the cylindrical foundation is 0.5-1.2m, preferably 1-1.2m, arranged in upper and lower layers, with 25-50 bundles arranged in each layer, preferably 25-30 bundles arranged in each layer. At the end, the prestressed steel bars are anchored on the periphery of the cylinder wall through anchors.
以3MW海上风机的筒型基础为例，混凝土采用C60，预应力钢绞线公称直径为15.2mm，抗拉强度设计值为1320MPa。钢筋混凝土筒型基础直径30m，壁厚40cm，顶盖厚度50cm，筒壁高度6m；过渡塔筒段顶部外径6m，壁厚0.6m，与筒型基础的顶盖连接处外径10m，壁厚1m，总高度20m；斜支撑16根，与过渡塔筒段连接，沿圆周方向均匀布置，长边4m，短边1m，倾斜角为17°；过渡段预应力筋分两圈布置，各25束，单束预应力筋产生的预压力为240t，预应力筋顶部可固定在法兰盘上，下段伸到顶盖下部，并用锚具锚固；斜支撑内上下平行布置两束预应力筋，每束预应力筋产生137t压力；顶盖预应力筋间距1m，分上下两层布置，每层布置29束，每束预应力筋产生104t压力，端部通过锚具，将钢筋锚固在筒壁外围。以上预应力钢筋束间，中心间距为250mm—300mm，距构件边缘间距不小于50mm。Taking the cylindrical foundation of a 3MW offshore wind turbine as an example, the concrete is C60, the nominal diameter of the prestressed steel strand is 15.2mm, and the design value of the tensile strength is 1320MPa. The diameter of the reinforced concrete cylindrical foundation is 30m, the wall thickness is 40cm, the thickness of the top cover is 50cm, and the height of the wall is 6m; The thickness is 1m, the total height is 20m; there are 16 oblique supports, which are connected with the transition tower section, and are evenly arranged along the circumferential direction. The long side is 4m, the short side is 1m, and the inclination angle is 17°; 25 bundles, the preload produced by a single bundle of prestressed tendons is 240t, the top of the prestressed tendons can be fixed on the flange, the lower section extends to the lower part of the top cover, and is anchored with anchors; Each bundle of prestressed tendons produces a pressure of 137t; the distance between the prestressed tendons on the top cover is 1m, and the arrangement is divided into upper and lower layers. Each layer is arranged with 29 bundles, and each bundle of prestressed tendons generates a pressure of 104t. The ends pass through the anchors to anchor the steel bars to the wall peripheral. Between the above prestressed steel tendons, the center distance is 250mm-300mm, and the distance from the edge of the component is not less than 50mm.
3MW极限荷载作用下，混凝土最大压应力为21.6MPa，小于混凝土轴心抗压强度设计值27.5MPa；最大拉应力为2.17MPa，稍大于混凝土轴心抗拉强度设计值2.04MPa，主要出现在顶盖与泥面接触部位，范围非常小，对结构不构成威胁。此结构的施工过程如下：1)从筒基开始，自下而上，由磨具固定建造钢筋笼，然后浇筑混凝土；2)需要张拉预应力的部位应在钢筋混凝土位置预留预应力筋孔，等混凝土达到充分强度（不低于设计的混凝土强度等级的75%）后，将预应力钢筋穿入孔道，并利用构件本身作为加力台座进行张拉，张拉完毕后，用工作锚具将钢筋锚固在构件的两端；3)孔道内进行灌浆，防止钢筋锈蚀并使预应力钢筋与混凝土更好的结成一个整体；4)用起吊机将风机机组塔筒分段安装到筒型基础上；5)通过专门拖航船只，将安装好的整个风机结构托运到施工目的地。Under the action of 3MW ultimate load, the maximum compressive stress of concrete is 21.6MPa, which is less than the design value of concrete axial compressive strength of 27.5MPa; The contact area between the cover and the mud surface is very small and does not pose a threat to the structure. The construction process of this structure is as follows: 1) Starting from the base of the cylinder, from bottom to top, the reinforcement cage is fixed by the abrasive tool, and then the concrete is poured; 2) The prestressed tendon should be reserved at the reinforced concrete position for the part that needs tension and prestress After the concrete has reached sufficient strength (not less than 75% of the designed concrete strength grade), the prestressed steel bars will be penetrated into the tunnel, and the component itself will be used as a reinforcing pedestal for tensioning. After the tensioning is completed, use the working anchor 3) Grouting in the tunnel to prevent the corrosion of the steel bars and make the prestressed steel bars and concrete better integrated into a whole; 4) Use the hoist to install the tower tube of the fan unit into the tube 5) consign the entire installed wind turbine structure to the construction destination by a special towing vessel.
以上对本发明做了示例性的描述，应该说明的是，在不脱离本发明的核心的情况下，任何简单的变形、修改或者其他本领域技术人员能够不花费创造性劳动的等同替换均落入本发明的保护范围。The present invention has been described as an example above, and it should be noted that, without departing from the core of the present invention, any simple deformation, modification or other equivalent replacements that can be made by those skilled in the art without creative labor all fall within the scope of this invention. protection scope of the invention.
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| CN114319417A (en) * | 2022-02-22 | 2022-04-12 | 重庆大学 | Barrel-shaped assembled wind power tower barrel foundation and construction method thereof |
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