CN210439324U - Prefabricated pier plate beam type foundation of lattice type concrete wind power tower - Google Patents
Prefabricated pier plate beam type foundation of lattice type concrete wind power tower Download PDFInfo
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- CN210439324U CN210439324U CN201920675724.4U CN201920675724U CN210439324U CN 210439324 U CN210439324 U CN 210439324U CN 201920675724 U CN201920675724 U CN 201920675724U CN 210439324 U CN210439324 U CN 210439324U
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Abstract
The utility model discloses a lattice type concrete wind power tower prefabricated pier plate girder type foundation, which comprises a foundation bottom plate, a trapezoidal spoke beam, a central ring beam, a prefabricated pier, a pier seat, a foundation bottom plate outer ring rib beam, a lattice space force transfer beam, a concrete filling pile and a concrete thin cushion layer; the central circular beam is positioned at the center of the upper surface of the foundation slab; the trapezoidal spoke beams are uniformly distributed on the upper surface of the foundation bottom plate, the large ends of the trapezoidal spoke beams are connected with the outer surface of the central circular beam, and the small ends of the trapezoidal spoke beams extend to the outer diameter edge of the foundation bottom plate along the radial direction of the foundation bottom plate; the outer ring rib beam of the foundation slab is provided with a plurality of end-to-end grounding distributed at the outer ring position of the foundation slab; prefabricating a pier fixing pier pedestal; the force transfer beam between the lattices is connected with the adjacent pier pedestal; the concrete cast-in-place pile penetrates through the concrete thin cushion layer to support the foundation slab; the concrete thin cushion layer is in direct contact with the foundation soil. The utility model discloses it is big with ground area of contact, can reduce ground pile figure or not pile, practice thrift ground treatment cost, antidumping ability reinforce.
Description
Technical Field
The utility model belongs to the technical field of wind power generation's technique and specifically relates to indicate a prefabricated pier plate girder formula basis of lattice concrete wind-powered electricity generation tower.
Background
Foundations currently applied in the wind power generation industry can be divided into gravity-expanded foundations, pile foundations, rock bolt foundations and the like according to the principle of foundation anti-overturning.
The circular expansion foundation consists of three parts, namely a foundation bottom plate, a prismatic table and a pier, and resists larger overturning bending moment by means of self weight of the foundation and backfill soil. It is suitable for plain, hilly land and partial mountain land. The method has the advantages of easy formwork support, simple construction, higher construction speed and wider adaptability. The defects are that the bottom area is large, the excavation backfill engineering amount is large, the consumption of concrete and reinforcing steel bars is large, and the environment is damaged.
The ribbed beam type gravity expansion foundation is composed of a bottom plate, ribbed beams and abutments, is different from a circular expansion foundation, adopts ribbed beams to replace prismatic table parts, and resists section bending moment by the ribbed beams and plates together. It is suitable for plain, hilly land and partial mountain land. The advantage is that bottom plate thickness is less, and concrete and reinforcing bar quantity can reduce. The defects of large bottom area, large excavation backfill engineering quantity, environment damage, complex template and difficult vibration.
The pile foundation resists upper loads by virtue of interactions between pile soils (side resistance, end resistance), and the pile types include prestressed concrete tubular and cast-in-place bored piles, with cast-in-place piles being abundant. The method is suitable for extreme severe geological conditions such as offshore beaches, swamps, thick backfill sites, extremely soft soil and the like. The advantages are large bearing capacity, small settlement, ability to bear complex load, convenient mechanical construction and small foundation size. The disadvantages are that the cost is high, and the soil squeezing effect of the precast pile can affect surrounding buildings, structures and foundations; the construction process of the large-diameter cast-in-place pile is complex, the influence factors are more, and the quality is difficult to control.
The rock anchor rod foundation utilizes the good bearing capacity of rock, is fixed in the rock through the high-strength anchor rod with the foundation, and the rock anchor rod includes the rock anchor rod of taking pretension and does not exert the non-prestressed rock anchor rod of pretension two kinds. The wind power tower base bears large fatigue load, and a prestressed anchor rod is usually adopted. Is suitable for mountain rock fields. Its advantages are high bearing capacity, small size of foundation and saving concrete and reinforcing steel bar. The anchor rod has the disadvantages of high corrosion resistance requirement, certain requirements on rock types and weathering degree and need of professional construction machinery.
The lattice concrete wind power tower is not applied to the wind power industry at present, and no corresponding basic type exists in the industry. The similar steel lattice tower is applied to a power transmission line tower in the power industry, and because the steel lattice tower is large in root opening, an independent pile foundation is generally adopted, and a frame beam is arranged in series with all the independent pile foundations according to the situation, so that the foundation cost is low. Different from a steel tower, the concrete tower is heavy in self weight, a pipe pile in a pile foundation not only needs to provide drawing force to resist overturning of the foundation, but also needs to provide vertical force to resist self weight of the upper part of the foundation, the number of the pile pipes is more in demand, and the cost is higher on the contrary.
SUMMERY OF THE UTILITY MODEL
The utility model aims to overcome prior art's shortcoming and not enough, provide a prefabricated pier plate girder formula basis of lattice concrete wind-power tower, adopt plate girder formula structure, it is big with ground area of contact, can reduce ground pile figure or not pile, practice thrift ground treatment cost, basic antidumping ability reinforce.
In order to achieve the above object, the present invention provides a technical solution: a lattice type concrete wind power tower prefabricated pier plate beam type foundation comprises a foundation bottom plate, a trapezoidal spoke beam, a central circular beam, a prefabricated pier, a pier seat, a foundation bottom plate outer ring rib beam, a lattice inter-lattice force transfer beam, a concrete cast-in-place pile and a concrete thin cushion layer; the foundation bottom plate is circular or regular polygon and is a main component for resisting overturning of the foundation, and the edge of the foundation bottom plate is a turning edge for overturning the foundation; the central circular beam is positioned at the center of the upper surface of the foundation slab, is of a hollow thin-wall cylindrical structure and is used for improving the bending resistance and the shearing resistance of the center of the foundation slab; the trapezoidal spoke beams are uniformly distributed on the upper surface of the foundation bottom plate and are main bending bearing members of the foundation, the large ends of the trapezoidal spoke beams are connected with the outer surface of the central circular beam, and the small ends of the trapezoidal spoke beams extend to the outer diameter edge of the foundation bottom plate along the radial direction of the foundation bottom plate; the outer ring rib beams of the foundation slab are distributed at the outer ring position of the foundation slab, and all the rib beams are connected end to form an inscribed regular polygon of the outer circle of the foundation slab, so that the local bending resistance of the foundation slab is improved; on the prefabricated abutment fixing abutment seat, the prefabricated abutment and the foundation slab are formed into a whole through the abutment seat, after the prefabricated abutment moves to a specified position, the steel cage of the abutment seat and the exposed lap-joint steel bars of the prefabricated abutment are bound, and the steel cage of the abutment seat and the steel cage of the foundation slab are continuous without a time interval; directly butting the lattice concrete wind power tower with the prefabricated pier, and pre-tightening by adopting an external steel strand; the force transfer beam between the lattices is connected with the adjacent pier pedestal, is poured together with the foundation bottom plate at an inclined angle and is poured together with the pier rib plate of the pier pedestal, so that the overall rigidity between the lattices is improved, and simultaneously, the load between the lattices can be transferred; the concrete cast-in-place pile penetrates through the concrete thin cushion layer to support the foundation bottom plate, so that the bearing capacity of the foundation is improved, and when the bearing capacity of the foundation is sufficient, the concrete cast-in-place pile is not needed; the concrete thin cushion layer is positioned below the foundation slab and is in direct contact with foundation soil, and after the concrete thin cushion layer is cast and molded, a steel cage of the foundation slab and related components thereof is bound on the concrete thin cushion layer.
Further, the prefabricated abutment is prefabricated and molded before foundation construction, and the prefabricated abutment is moved to the steel cage of the foundation base plate when the steel cage of the foundation base plate is bound, wherein the prefabricated abutment comprises a cylindrical abutment column, an anti-pulling flange, shear steel bars for connecting the abutment and the foundation base plate and a foundation anchor plate; the axis of the cylindrical pier column is connected with the foundation bottom plate in an inclined angle, the outer diameter of the cylindrical pier column is unchanged, 4 inner cavities are formed by the change of the inner wall thickness, and a grouting connecting cavity, a pedestrian passage, a prestressed bearing platform disc cavity and a steel strand tensioning working chamber are respectively arranged from the upper part of the pier to the lower part; the bottom of the grouting connecting cavity is horizontal and is in butt joint with the lattice concrete wind power tower, thin paddles are filled into the butt joint surface, and the gaps between the wind power tower and the grouting connecting cavity are filled with paddles, so that the anti-torsion reliability of the concrete wind power tower is improved; positioning pin holes are formed in the bottom of the grouting connecting cavity, and when the concrete wind power tower is hoisted, positioning pins are inserted into the two cylindrical pier studs so that the concrete wind power tower can be positioned; a door hole penetrates through the pedestrian passage and the wall thickness of the cylindrical pier stud; the foundation anchor plate is a steel flange plate, is embedded at the lower part of the prestressed bearing platform disc cavity and is a bearing disc of a steel strand anchor; the lapping steel bars of the cylindrical pier stud are embedded in the cylindrical pier stud, and then are bound with a pier rib plate steel cage of the pier pedestal for pouring to form a whole; the lap joint steel bars of the anti-pulling flange are embedded at the bottom of the anti-pulling flange and bound with the foundation slab steel cage; during the shearing reinforcement penetrated the pore of resistance to plucking flange after pier stud prefabrication shaping, shearing reinforcement and soleplate steel cage ligature in the foundation construction, the resistance to plucking flange wholly imbeds in the resistance to plucking platform inner chamber of pier seat completely, and the center boss embedding steel strand wires stretch-draw studio of pier seat simultaneously, shearing reinforcement run through center boss, resistance to plucking flange and the soleplate of pier seat.
Further, the pier seat and the foundation slab are simultaneously poured, and the pier seat and the foundation slab are composed of an upper bearing platform, pier rib plates, an anti-pulling platform and a central boss; the upper bearing platform is a circular ring with a rectangular cross section, the upper parts of 4 pier rib plates around the upper bearing platform are poured together, the integral rigidity of the pier seat is improved, and the upper bearing platform is also used as a ground bearing platform; the anti-pulling platform is mainly used for resisting the pulling force of the prefabricated abutment and transmitting the pulling force of the prefabricated abutment to the foundation bottom plate, the anti-pulling platform is a circular ring with an inner cavity and is positioned at the bottom of the abutment seat, the bottom surface of the anti-pulling platform is connected with the foundation bottom plate, and 4 abutment rib plates are supported on the top surface of the anti-pulling platform; the central boss is fixed with the foundation slab together, and a circular groove formed by the central boss and the inner cavity of the anti-pulling platform is a clamping groove of the anti-pulling flange of the prefabricated abutment.
Further, the rib beam of the outer ring of the foundation slab is a strip-shaped rectangular beam.
Compared with the prior art, the utility model, have following advantage and beneficial effect:
1. the prefabricated pier plate beam type foundation of the lattice type concrete wind power tower is large in bottom area and large in contact area with the foundation, and the foundation treatment cost (piling cost) is reduced.
2. The concrete wind power tower has larger dead weight, adopts a plate-girder type structure, and can increase the anti-overturning capability of the foundation by utilizing the dead weight of the concrete of the tower body.
3. Adopt prefabricated abutment can guarantee the manufacturing quality of abutment, reduce abutment mould quantity, an abutment mould of whole project can, can pour out the door opening simultaneously, reduce lattice concrete wind-power tower mould quantity.
4. The prefabricated piers can be used for conveniently adjusting the relative positions among the piers, and the assembly quality of the lattice type concrete wind power tower is guaranteed.
5. The prefabricated abutment can improve the construction speed of the whole foundation.
Drawings
Fig. 1 is a schematic structural diagram of a prefabricated pier plate beam type foundation of a lattice type concrete wind power tower.
Fig. 2 is a cross-sectional view of a prefabricated pier plate girder type foundation of the lattice type concrete wind power tower.
Fig. 3 is a schematic structural view of a prefabricated abutment.
Fig. 4 is a cross-sectional view of a prefabricated abutment.
Fig. 5 is a schematic view of the connection between the prefabricated abutment and the foundation slab.
Detailed Description
The present invention will be further described with reference to the following specific embodiments.
As shown in fig. 1 to 5, the prefabricated pier plate beam foundation of the lattice concrete wind power tower provided by the embodiment includes a foundation slab 1, a trapezoidal spoke beam 2, a central ring beam 3, a prefabricated pier 4, a pier seat 5, a foundation slab outer ring rib beam 6, a lattice space force transfer beam 7, a concrete cast-in-place pile 8 and a concrete thin cushion layer 9; the foundation bottom plate 1 is circular or regular polygon and is a main component for resisting overturning of the foundation, and the edge of the foundation bottom plate 1 is a turning edge for overturning the foundation; the central circular beam 3 is positioned at the center of the upper surface of the foundation slab 1, is of a hollow thin-wall cylindrical structure and is used for improving the bending resistance and the shearing resistance of the center of the foundation slab 1; the trapezoid spoke beams 2 are uniformly distributed on the upper surface of the foundation bottom plate 1 and are main bending bearing members of the foundation, the large ends of the trapezoid spoke beams 2 are connected with the outer surface of the central circular beam 3, and the small ends of the trapezoid spoke beams 2 extend to the outer diameter edge of the foundation bottom plate 1 along the radial direction of the foundation bottom plate 1; the outer ring rib beams 6 of the foundation slab are long rectangular beams, a plurality of rib beams are distributed at the outer ring position of the foundation slab 1, and the rib beams are connected end to form an inscribed regular polygon (specifically, a regular octagon in the embodiment) of the outer circle of the foundation slab 1, so that the local bending resistance of the foundation slab is improved; the prefabricated abutment 4 is fixed on the abutment seat 5, the prefabricated abutment 4 and the foundation slab 1 are formed into a whole through the abutment seat 5, after the prefabricated abutment 4 moves to a specified position, the steel cage of the abutment seat 5 and the overlapped steel bars exposed out of the prefabricated abutment 4 are bound, and the steel cage of the abutment seat 5 and the steel cage of the foundation slab 1 are continuous without a section; the lattice concrete wind power tower is directly butted with the prefabricated pier 4 and is pre-tightened by adopting an external steel strand; the lattice force transfer beam 7 is connected with the adjacent pier pedestal 5, poured together with the foundation bottom plate 1 at a certain inclination angle and poured together with the pier rib plate of the pier pedestal 5, so that the overall rigidity among lattices is improved, and the load among the lattices can be transferred; the concrete cast-in-place pile 8 penetrates through the concrete thin cushion layer 9 to support the foundation bottom plate 1 and is used for improving the bearing capacity of the foundation, when the bearing capacity of the foundation is enough, the concrete cast-in-place pile 8 is not needed, the concrete cast-in-place pile 8 is relatively densely arranged under the pier, and the rest positions are uniformly distributed; the concrete thin cushion layer 9 is positioned below the foundation slab 1 and is in direct contact with foundation soil, and after the concrete thin cushion layer 9 is molded by casting, the foundation slab 1 and a steel cage of related components are bound on the concrete thin cushion layer.
The prefabricated abutment 4 is prefabricated and molded before foundation construction, and is moved to the steel cage of the foundation bottom plate when the steel cage of the foundation bottom plate is bound, wherein the prefabricated abutment 4 comprises a cylindrical abutment 4-1, an anti-pulling flange 4-2, shear steel bars 4-3 for connecting the abutment and the foundation bottom plate and a foundation anchor plate 4-4; the axis of a cylindrical pier stud 4-1 is connected with a foundation bottom plate 1 at a certain inclination angle, the outer diameter of the cylindrical pier stud 4-1 is unchanged, the inner wall thickness is changed to form 4 inner cavities, and a grouting connecting cavity 4-1-3, a pedestrian passage 4-1-5, a prestressed bearing platform disc cavity 4-1-6 and a steel strand tensioning working chamber 4-1-7 are respectively arranged from the upper part of a pier to the lower part; the bottom of the grouting connecting cavity 4-1-3 is horizontal and is in butt joint with a lattice concrete wind power tower, thin paddles are filled on the butt joint surface, and the gaps between the wind power tower and the grouting connecting cavity are filled with paddles, so that the anti-torsion reliability of the concrete wind power tower is improved; positioning pin holes 4-1-8 are formed in the bottom of the grouting connecting cavity 4-1-3, and positioning pins are inserted into the two cylindrical pier studs 4-1 during hoisting of the concrete wind power tower, so that the concrete wind power tower can be positioned; a door hole 4-1-4 penetrates between the pedestrian passage 4-1-5 and the wall thickness of the cylindrical pier column; the basic anchor plate 4-4 is a steel flange plate, is pre-embedded at the lower part of the prestressed bearing platform disc cavity 4-1-6 and is a bearing disc of a steel strand anchor; the lap joint reinforcing steel bars 4-1-2 of the cylindrical pier stud 4-1 are embedded in the cylindrical pier stud 4-1, and then bound with the pier rib plate steel cage of the pier seat 5 to form a whole; the lap joint reinforcing steel bar 4-2-1 of the uplift flange 4-2 is embedded at the bottom of the uplift flange 4-2 and bound with the foundation slab steel cage; the shear steel bars 4-3 penetrate into the pore channels 4-2-2 of the anti-pulling flanges after the pier stud is prefabricated and molded, the shear steel bars 4-3 are bound with a foundation slab steel cage in foundation construction, the anti-pulling flanges 4-2 are wholly and completely embedded into the inner cavities of the anti-pulling platforms 5-3 of the pier pedestal 5, meanwhile, the central bosses 5-4 of the pier pedestal 5 are embedded into the steel strand tensioning working chambers 4-1-7, and the shear steel bars 4-3 penetrate through the central bosses 5-4 of the pier pedestal 5, the anti-pulling flanges 4-2 and the foundation slab 1.
The pier pedestal 5 and the foundation slab 1 are simultaneously poured, and consist of an upper bearing platform 5-1, pier rib plates, an anti-pulling platform 5-3 and a central boss 5-4; the upper bearing platform 5-1 is a circular ring with a rectangular cross section, and 4 pier rib plates 5-2-1, 5-2-2, 5-2-3 and 5-2-4 around the upper bearing platform are poured together, so that the overall rigidity of the pier pedestal 5 is improved, and the upper bearing platform is also used as a ground bearing platform, the pier rib plates 5-2-1 on the inner side of the radial position of the foundation slab 1 are poured together with the trapezoidal spoke beam 2, the piers 5-2-2 on the outer side of the radial position of the foundation slab are poured together with the foundation slab 1, and the other two pier rib plates 5-2-3 and 5-2-4 are poured together with the inter-lattice force transfer beam 7; the anti-pulling platform 5-3 is mainly used for resisting the pulling force of the prefabricated pier 4 and transmitting the pulling force of the prefabricated pier 4 to the foundation bottom plate 1, the anti-pulling platform 5-3 is a circular ring with an inner cavity and is positioned at the bottom of the pier seat 5, the bottom surface of the anti-pulling platform is connected with the foundation bottom plate 1, and the top surface of the anti-pulling platform supports 4 pier rib plates 5-2-1, 5-2-2, 5-2-3 and 5-2-4; the central boss 5-4 is fixedly connected with the foundation slab 1, and a circular groove formed in the inner cavity of the anti-pulling platform 5-3 is a clamping groove of the anti-pulling flange 4-2 of the prefabricated abutment 4.
The construction process of the foundation can be divided into: firstly, driving a concrete cast-in-place pile 8; secondly, casting a thin concrete cushion layer 9 in situ; thirdly, binding a steel cage (comprising a foundation slab 1, a central circular beam 3, a trapezoidal spoke beam 2 and a foundation slab outer ring rib beam 6); fourthly, assembling the prefabricated abutments 4, adjusting the relative positions of the abutments, and binding the abutment seats 5 with the steel cages of the force transfer beams 7 between the lattices; and fifthly, assembling the die, and integrally casting the foundation slab 1, the central circular beam 3, the trapezoidal spoke beam 2, the foundation slab outer ring rib beam 6, the inter-lattice force transfer beam 7 and the abutment seat 5.
The above-mentioned embodiments are only preferred embodiments of the present invention, and the scope of the present invention is not limited thereto, so that all the changes made according to the shape and principle of the present invention should be covered within the protection scope of the present invention.
Claims (4)
1. The utility model provides a prefabricated pier plate girder formula basis of lattice formula concrete wind-power tower which characterized in that: the foundation comprises a foundation bottom plate, a trapezoidal spoke beam, a central ring beam, a prefabricated pier, a pier seat, a foundation bottom plate outer ring rib beam, an inter-lattice force transfer beam, a concrete cast-in-place pile and a concrete thin cushion layer; the foundation bottom plate is circular or regular polygon and is a main component for resisting overturning of the foundation, and the edge of the foundation bottom plate is a turning edge for overturning the foundation; the central circular beam is positioned at the center of the upper surface of the foundation slab, is of a hollow thin-wall cylindrical structure and is used for improving the bending resistance and the shearing resistance of the center of the foundation slab; the trapezoidal spoke beams are uniformly distributed on the upper surface of the foundation bottom plate and are main bending bearing members of the foundation, the large ends of the trapezoidal spoke beams are connected with the outer surface of the central circular beam, and the small ends of the trapezoidal spoke beams extend to the outer diameter edge of the foundation bottom plate along the radial direction of the foundation bottom plate; the outer ring rib beams of the foundation slab are distributed at the outer ring position of the foundation slab, and all the rib beams are connected end to form an inscribed regular polygon of the outer circle of the foundation slab, so that the local bending resistance of the foundation slab is improved; on the prefabricated abutment fixing abutment seat, the prefabricated abutment and the foundation slab form a whole through the abutment seat, after the prefabricated abutment moves to a specified position, the steel cage of the abutment seat and the exposed lap-joint steel bars of the prefabricated abutment are bound, and the steel cage of the abutment seat and the steel cage of the foundation slab are continuous and uninterrupted; directly butting the lattice concrete wind power tower with the prefabricated pier, and pre-tightening by adopting an external steel strand; the force transfer beam between the lattices is connected with the adjacent pier pedestal, is poured together with the foundation bottom plate at an inclined angle and is poured together with the pier rib plate of the pier pedestal, so that the overall rigidity between the lattices is improved, and simultaneously, the load between the lattices can be transferred; the concrete cast-in-place pile penetrates through the concrete thin cushion layer to support the foundation bottom plate, so that the bearing capacity of the foundation is improved, and when the bearing capacity of the foundation is sufficient, the concrete cast-in-place pile is not needed; the concrete thin cushion layer is positioned below the foundation slab and is in direct contact with foundation soil, and after the concrete thin cushion layer is cast and molded, a steel cage of the foundation slab and related components thereof is bound on the concrete thin cushion layer.
2. The lattice concrete wind power tower prefabricated pier plate girder type foundation of claim 1, wherein: the prefabricated abutment is prefabricated and molded before foundation construction, and is moved to the steel cage of the foundation bottom plate when the steel cage of the foundation bottom plate is bound, wherein the prefabricated abutment comprises a cylindrical abutment column, an anti-pulling flange, a shear steel bar for connecting the abutment and the foundation bottom plate and a foundation anchor plate; the axis of the cylindrical pier column is connected with the foundation bottom plate in an inclined angle, the outer diameter of the cylindrical pier column is unchanged, 4 inner cavities are formed by the change of the inner wall thickness, and a grouting connecting cavity, a pedestrian passage, a prestressed bearing platform disc cavity and a steel strand tensioning working chamber are respectively arranged from the upper part of the pier to the lower part; the bottom of the grouting connecting cavity is horizontal and is in butt joint with the lattice concrete wind power tower, thin paddles are filled into the butt joint surface, and the gaps between the wind power tower and the grouting connecting cavity are filled with paddles, so that the anti-torsion reliability of the concrete wind power tower is improved; positioning pin holes are formed in the bottom of the grouting connecting cavity, and when the concrete wind power tower is hoisted, positioning pins are inserted into the two cylindrical pier studs so that the concrete wind power tower can be positioned; a door hole penetrates through the pedestrian passage and the wall thickness of the cylindrical pier stud; the foundation anchor plate is a steel flange plate, is embedded at the lower part of the prestressed bearing platform disc cavity and is a bearing disc of a steel strand anchor; the lapping steel bars of the cylindrical pier stud are embedded in the cylindrical pier stud, and then are bound with a pier rib plate steel cage of the pier pedestal for pouring to form a whole; the lap joint steel bars of the anti-pulling flange are embedded at the bottom of the anti-pulling flange and bound with the foundation slab steel cage; during the shearing reinforcement penetrated the pore of resistance to plucking flange after pier stud prefabrication shaping, shearing reinforcement and soleplate steel cage ligature in the foundation construction, the resistance to plucking flange wholly imbeds in the resistance to plucking platform inner chamber of pier seat completely, and the center boss embedding steel strand wires stretch-draw studio of pier seat simultaneously, shearing reinforcement run through center boss, resistance to plucking flange and the soleplate of pier seat.
3. A lattice concrete wind power tower prefabricated pier plate girder foundation according to claim 1 or 2, wherein: the pier pedestal and the foundation slab are simultaneously poured and consist of an upper bearing platform, pier rib plates, an anti-pulling platform and a central boss; the upper bearing platform is a circular ring with a rectangular cross section, the upper parts of 4 pier rib plates around the upper bearing platform are poured together, the integral rigidity of the pier seat is improved, and the upper bearing platform is also used as a ground bearing platform; the anti-pulling platform is mainly used for resisting the pulling force of the prefabricated abutment and transmitting the pulling force of the prefabricated abutment to the foundation bottom plate, the anti-pulling platform is a circular ring with an inner cavity and is positioned at the bottom of the abutment seat, the bottom surface of the anti-pulling platform is connected with the foundation bottom plate, and 4 abutment rib plates are supported on the top surface of the anti-pulling platform; the central boss is fixed with the foundation slab together, and a circular groove formed by the central boss and the inner cavity of the anti-pulling platform is a clamping groove of the anti-pulling flange of the prefabricated abutment.
4. The lattice concrete wind power tower prefabricated pier plate girder type foundation of claim 1, wherein: the rib beam on the outer ring of the foundation slab is a long-strip rectangular beam.
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| CN110158633A (en) * | 2019-05-13 | 2019-08-23 | 明阳智慧能源集团股份公司 | A kind of prefabricated pier plate girder type basis of lattice concrete air pylon |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110158633A (en) * | 2019-05-13 | 2019-08-23 | 明阳智慧能源集团股份公司 | A kind of prefabricated pier plate girder type basis of lattice concrete air pylon |
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