CN110158633B - Prefabricated pier slab beam type foundation of lattice type concrete wind power tower - Google Patents
Prefabricated pier slab beam type foundation of lattice type concrete wind power tower Download PDFInfo
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- CN110158633B CN110158633B CN201910393266.XA CN201910393266A CN110158633B CN 110158633 B CN110158633 B CN 110158633B CN 201910393266 A CN201910393266 A CN 201910393266A CN 110158633 B CN110158633 B CN 110158633B
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- 239000004567 concrete Substances 0.000 title claims abstract description 69
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims abstract description 29
- 239000002689 soil Substances 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 66
- 239000010959 steel Substances 0.000 claims description 66
- 238000010276 construction Methods 0.000 claims description 13
- 238000005452 bending Methods 0.000 claims description 11
- 210000001503 joint Anatomy 0.000 claims description 7
- 230000005540 biological transmission Effects 0.000 claims description 6
- 239000011148 porous material Substances 0.000 claims description 3
- 238000010008 shearing Methods 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims 2
- 230000005611 electricity Effects 0.000 claims 1
- 239000011435 rock Substances 0.000 description 10
- 230000007547 defect Effects 0.000 description 5
- 238000000034 method Methods 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000010248 power generation Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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Abstract
The invention discloses a prefabricated pier slab beam type foundation of a lattice type concrete wind power tower, which comprises a foundation slab, a trapezoid spoke beam, a central ring beam, a prefabricated pier, a pier pedestal, an outer ring rib beam of the foundation slab, a force transfer beam between lattices, a concrete filling pile and a concrete thin cushion layer; the central ring beam is positioned at the right center of the upper surface of the foundation slab; the trapezoid spoke beams are uniformly distributed on the upper surface of the foundation slab, the large ends of the trapezoid spoke beams are connected with the outer surface of the central ring beam, and the small ends of the trapezoid spoke beams extend to the outer diameter edge of the foundation slab along the radial direction of the foundation slab; the outer ring rib beams of the foundation slab are in end-to-end connection and distributed at the outer ring position of the foundation slab; the prefabricated pier fixing pier pedestal; the force transfer beam between the lattices is connected with the adjacent pier stand; the concrete filling pile passes through the concrete thin cushion layer to support the foundation slab; the concrete shim layer is in direct contact with the foundation soil. The invention has large contact area with the foundation, can reduce the number of piling or not piling the foundation, saves the cost of foundation treatment and has strong anti-capsizing capability.
Description
Technical Field
The invention relates to the technical field of wind power generation, in particular to a lattice type concrete wind power tower prefabricated pier plate girder foundation.
Background
The foundations currently applied in the wind power generation industry can be classified into a gravity expansion type foundation, a pile foundation, a rock anchor rod foundation and the like according to a foundation anti-capsizing principle.
The circular expansion foundation consists of a foundation slab, a terrace and a pier, and resists larger overturning bending moment by means of self weight of the foundation and backfill soil. Is suitable for plain, hills and partial mountains. The method has the advantages of easy formwork support, simple construction, high construction speed and wide adaptability. The method has the defects of larger bottom area, large excavation and backfill engineering quantity, larger concrete and steel bar consumption and environmental damage.
The rib beam type gravity expansion foundation consists of a bottom plate, rib beams and a pier, and is different from a circular expansion foundation, wherein the rib beams are adopted to replace the rib platform parts, and the rib beams and the plates jointly resist the section bending moment. Is suitable for plain, hills and partial mountains. The advantage is that the bottom plate thickness is less, and concrete and reinforcing bar quantity can reduce. The defects are that the bottom area is larger, the excavation and backfilling engineering quantity is large, the environment is damaged, the template is complex, and the vibration is difficult.
Pile foundations rely on interactions between pile soil (side resistance, end resistance) against upper loads, pile types including prestressed concrete tubular and bored concrete piles, to name a few. Is suitable for the extremely severe geological conditions such as offshore beach, swamps, thicker backfill soil fields, extremely soft soil and the like. The advantages are large bearing capacity, small sedimentation, bearing complex load, convenient mechanical construction and small basic size. The defect is 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 bolt foundation utilizes good bearing capacity of rock, the foundation is fixed on the rock through a high-strength bolt, and the rock bolt comprises a rock bolt with pretension and a non-pretension rock bolt without pretension. The wind power tower foundation bears a larger fatigue load, and a pre-stressed anchor rod is generally adopted. Is suitable for mountain rock sites. Its advantages are high bearing power, small size of base, and saving consumption of concrete and reinforcing bars. The defects are that the rock bolt has higher corrosion resistance requirement, has certain requirements on rock type and weathering degree, and needs professional construction machinery.
Lattice type concrete wind power towers are not applied to the wind power industry at present, and no corresponding foundation type exists in the industry. The similar steel lattice tower has application in power transmission line towers in the power industry, and because the foundation is very large, independent pile foundations are generally adopted, and all independent pile foundations are connected in series by optionally matching with frame beams, so that the foundation cost is low. Unlike steel towers, concrete towers are heavy in weight, pile piles in pile foundations not only provide drawing force to resist foundation overturning, but also provide vertical force to resist the dead weight of the upper part of the foundation, and the number of pile pipes is more, so that the cost is higher.
Disclosure of Invention
The invention aims to overcome the defects and shortcomings of the prior art, and provides a prefabricated pier plate girder type foundation of a lattice type concrete wind power tower.
In order to achieve the above purpose, the technical scheme provided by the invention is as follows: a prefabricated pier slab beam type foundation of a lattice type concrete wind power tower comprises a foundation slab, a trapezoid spoke beam, a central ring beam, a prefabricated pier, a pier pedestal, foundation slab outer ring rib beams, a transmission beam between lattices, a concrete filling pile and a concrete thin cushion layer; the foundation slab is round or regular polygon, is a main component for basic anti-overturning, and the edge of the foundation slab is a basic overturning rotating edge; the central ring beam is positioned at the right center of the upper surface of the foundation slab and is of a hollow thin-wall cylinder structure and is used for improving the bending resistance and the shearing resistance of the center of the foundation slab; the trapezoid spoke beams are uniformly distributed on the upper surface of the foundation slab and are main bending members of a foundation, the large ends of the trapezoid spoke beams are connected with the outer surface of the central circular ring beam, and the small ends of the trapezoid spoke beams extend to the outer diameter edge of the foundation slab along the radial direction of the foundation slab; the rib beams of the outer ring of the foundation slab are distributed at the outer ring 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; the prefabricated pier is formed into a whole with the foundation base plate through the pier pedestal, after the prefabricated pier moves to a designated position, the steel cage of the pier pedestal and the exposed lap joint steel bars of the prefabricated pier are bound, and the steel cage of the pier pedestal and the steel cage of the foundation base plate are continuous without any interval; the lattice type concrete wind power tower is directly butted with the prefabricated pier, and external steel strand pre-tightening is adopted; the force transfer beams between the lattices are connected with adjacent pier pedestals, are cast together at an inclined angle with the foundation slab and are cast together with pier rib plates of the pier pedestals, so that the overall rigidity between the lattices is improved, and meanwhile, the load between the lattices can be transferred; the concrete filling pile penetrates through the concrete thin cushion layer to support the foundation slab and is used for improving the bearing capacity of the foundation, and the concrete filling pile is not needed when the bearing capacity of the foundation is enough; the concrete thin cushion layer is positioned below the foundation slab and is in direct contact with the foundation soil, and after the concrete thin cushion layer is cast and molded, the foundation slab and a steel cage of related components are bound on the concrete thin cushion layer.
Further, the prefabricated abutment is prefabricated and formed before foundation construction, and the prefabricated abutment is moved to the steel cage of the foundation slab when the steel cage of the foundation slab is bound, and the prefabricated abutment comprises a cylindrical abutment, a pulling-resistant flange, shear steel bars for connecting the abutment with the foundation slab and a foundation anchor plate; the axis of the cylindrical pier column is connected with the foundation slab at an inclined angle, the outer diameter of the cylindrical pier column is unchanged, 4 inner cavities are formed by changing the inner wall thickness, and a grouting connecting cavity, a pedestrian passage, a prestress 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 type concrete wind power tower, thin paddles are grouting on the butt joint surface, and the gaps between the wind power tower and the grouting connecting cavity are filled with the paddles, so that the torsion resistance reliability of the concrete wind power tower is improved; positioning pin holes are formed in the bottom of the grouting connecting cavity, and positioning pins are inserted into two cylindrical pier columns when the concrete wind power tower is hoisted, so that the concrete wind power tower can be positioned; a door hole penetrates through the wall thickness between the pedestrian passage and the cylindrical pier column; the foundation anchor plate is a steel flange plate, is pre-buried at the lower part of the cavity of the prestress bearing platform plate and is a steel strand anchor bearing plate; the overlap joint reinforcing steel bars of the cylindrical pier columns are embedded in the cylindrical pier columns, and are then bound and cast with the pier rib plate steel cages of the pier pedestal to form a whole; the lap joint steel bars of the pull-out resistant flange are pre-buried at the bottom of the pull-out resistant flange and are bound with a foundation bottom plate steel cage; the shear steel bar penetrates into the pore canal of the anti-pulling flange after the pier stud is prefabricated and formed, the shear steel bar is bound with the foundation slab steel cage in foundation construction, the anti-pulling flange is wholly and completely embedded into the inner cavity of the anti-pulling platform of the pier pedestal, meanwhile, the center boss of the pier pedestal is embedded into the steel strand tensioning working chamber, and the shear steel bar penetrates through the center boss of the pier pedestal, the anti-pulling flange and the foundation slab.
Furthermore, the pier pedestal and the foundation slab are cast simultaneously, and the pier pedestal consists of an upper bearing platform, pier rib plates, an anti-pulling platform and a central boss; the upper bearing platform is a rectangular cross-section ring, the upper parts of 4 abutment rib plates around the upper bearing platform are cast together, the overall rigidity of the abutment base is improved, the upper bearing platform is also used as a ground bearing platform, abutment rib plates at the inner side of the radial position of the foundation slab are cast together with trapezoid spoke beams, abutment at the outer side of the radial position of the foundation slab is cast together with the foundation slab, and the other two abutment rib plates are cast together with a force transmission beam between the lattices; 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 slab, 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 slab, and the top surface of the anti-pulling platform supports 4 abutment rib plates; the central boss is fixed with the foundation slab, and the annular 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 pier.
Further, the foundation slab outer ring rib beam is a rectangular long beam.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. The prefabricated pier slab beam type foundation of the lattice type concrete wind power tower has large bottom area and large contact area with the foundation, and reduces the foundation treatment cost (piling cost).
2. The self weight of the concrete wind power tower is relatively large, and the slab beam structure is adopted, so that the anti-overturning capacity of the foundation can be increased by utilizing the self weight of the concrete of the tower body.
3. The prefabricated abutment is adopted to ensure the manufacturing quality of the abutment, the number of abutment molds is reduced, one abutment mold is adopted for the whole project, and meanwhile, a door opening can be poured, so that the number of lattice type concrete wind power tower molds is reduced.
4. The prefabricated abutments can be used for conveniently adjusting the relative positions among the abutments, and the assembly quality of the lattice type concrete wind power tower is guaranteed.
5. The construction speed of the whole foundation can be improved by adopting the prefabricated abutment.
Drawings
FIG. 1 is a schematic structural view of a prefabricated pier plate girder foundation of a lattice type concrete wind power tower.
FIG. 2 is a cross-sectional view of a prefabricated pier plate beam foundation of a lattice type concrete wind power tower.
FIG. 3 is a schematic view of the structure of a prefabricated abutment.
FIG. 4 is a cross-sectional view of a prefabricated abutment.
FIG. 5 is a schematic illustration of the connection of a prefabricated abutment to a foundation mat.
Detailed Description
The invention will be further illustrated with reference to specific examples.
As shown in fig. 1 to 5, the prefabricated pier plate girder type foundation of the lattice type concrete wind power tower provided by the embodiment comprises a foundation slab 1, a trapezoid spoke girder 2, a central ring girder 3, a prefabricated pier 4, a pier seat 5, a foundation slab outer ring rib girder 6, a transmission girder 7 between lattices, a concrete filling pile 8 and a concrete thin cushion layer 9; the foundation bedplate 1 is round or regular polygon, is a main component for basic anti-overturning, and the edge of the foundation bedplate 1 is a basic overturning rotating edge; the central ring beam 3 is positioned at the right center of the upper surface of the foundation slab 1 and is of a hollow thin-wall cylinder 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 slab 1 and are main bending bearing members of a foundation, the large ends of the trapezoid spoke beams 2 are connected with the outer surface of the central ring beam 3, and the small ends of the trapezoid spoke beams 2 extend to the outer diameter edge of the foundation slab 1 along the radial direction of the foundation slab 1; the rib beams 6 on the outer ring of the foundation base plate are rectangular beams, a plurality of rib beams are distributed on the outer ring of the foundation base plate 1, all rib beams are connected end to form an inscribed regular polygon (in the embodiment, a regular octagon) on the outer circle of the foundation base plate 1, and the local bending resistance of the foundation base plate is improved; the prefabricated pier 4 is fixed on the pier pedestal 5, the prefabricated pier 4 and the foundation slab 1 are formed into a whole through the pier pedestal 5, after the prefabricated pier 4 moves to a designated position, the steel cage of the pier pedestal 5 and the exposed lap joint steel bars of the prefabricated pier 4 are bound, and the steel cage of the pier pedestal 5 and the steel cage of the foundation slab 1 are continuous without a space; the lattice type concrete wind power tower is directly in butt joint with the prefabricated abutment 4, and external steel strand pre-tightening is adopted; the force transfer beams 7 between the lattices are connected with adjacent pier pedestals 5, are cast together at a certain inclined angle with the foundation slab 1 and are cast together with pier rib plates of the pier pedestals 5, so that the overall rigidity between the lattices is improved, and meanwhile, the load between the lattices can be transferred; the concrete filling piles 8 penetrate through the concrete thin cushion layer 9 to support the foundation slab 1 for improving the bearing capacity of the foundation, when the bearing capacity of the foundation is enough, the concrete filling piles 8 are not needed, the concrete filling piles 8 are arranged relatively densely 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 cast and molded, steel cages of the foundation slab 1 and related components are bound on the concrete thin cushion layer 9.
The prefabricated abutment 4 is prefabricated and formed before foundation construction, and the prefabricated abutment is moved to the steel cage of the foundation slab when the steel cage of the foundation slab is bound, wherein the prefabricated abutment 4 comprises a cylindrical abutment 4-1, an anti-pulling flange 4-2, a shear steel bar 4-3 for connecting the abutment with the foundation slab and a foundation anchor plate 4-4; the axis of the cylindrical pier column 4-1 is connected with the foundation slab 1 at a certain inclined angle, the outer diameter of the cylindrical pier column 4-1 is unchanged, 4 inner cavities are formed by changing the inner wall thickness, and the grouting connecting cavities 4-1-3, the pedestrian passages 4-1-5, the prestress bearing platform disc cavities 4-1-6 and the steel strand tensioning working chambers 4-1-7 are respectively arranged from the upper part of the pier to the lower part; the bottom of the grouting connecting cavity 4-1-3 is horizontal, is in butt joint with a lattice type concrete wind power tower, the butt joint surface is grouted with thin paddles, and the gaps between the wind power tower and the grouting connecting cavity are filled with paddles, so that the torsion resistance reliability of the concrete wind power tower is improved; positioning pin holes 4-1-8 are formed in the bottoms of the grouting connecting cavities 4-1-3, and positioning pins are inserted into the two cylindrical pier columns 4-1 when the concrete wind power tower is hoisted, so that the concrete wind power tower can be positioned; a door hole 4-1-4 penetrates through the space between the pedestrian passage 4-1-5 and the wall thickness of the cylindrical pier column; the foundation anchor plate 4-4 is a steel flange plate and is pre-buried at the lower part of the prestress bearing platform plate cavity 4-1-6 to be a steel strand anchor bearing plate; the lap joint steel bars 4-1-2 of the cylindrical pier column 4-1 are pre-buried in the cylindrical pier column 4-1, and are then bound and cast with the pier rib plate steel cage of the pier seat 5 to form a whole; the lap joint steel bars 4-2-1 of the pull-out resistant flange 4-2 are embedded at the bottom of the pull-out resistant flange 4-2 and are bound with a foundation bottom plate steel cage; the shear steel bars 4-3 penetrate into the pore canal 4-2-2 of the anti-pulling flange after the pier stud is prefabricated and formed, the shear steel bars 4-3 are bound with a foundation bottom plate steel cage in foundation construction, the anti-pulling flange 4-2 is integrally and completely embedded into the inner cavity of the anti-pulling platform 5-3 of the pier pedestal 5, meanwhile, the central boss 5-4 of the pier pedestal 5 is embedded into the steel strand tensioning working chamber 4-1-7, and the shear steel bars 4-3 penetrate through the central boss 5-4 of the pier pedestal 5, the anti-pulling flange 4-2 and the foundation bottom plate 1.
The pier pedestal 5 and the foundation slab 1 are cast simultaneously, and consists 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 rectangular section ring, the upper parts of 4 pier rib plates 5-2-1, 5-2-2, 5-2-3 and 5-2-4 around the upper bearing platform are cast together, the overall rigidity of the pier base 5 is improved, the upper bearing platform is also used as a ground bearing platform, the pier rib plate 5-2-1 at the inner side of the radial position of the foundation slab 1 is cast together with the trapezoid spoke beam 2, the pier 5-2-2 at the outer side of the radial position of the foundation slab is cast together with the foundation slab 1, and the other two pier rib plates 5-2-3 and 5-2-4 are cast together with the transmission beam 7 between the lattices; the pulling-resistant table 5-3 is mainly used for resisting the pulling force of the prefabricated abutment 4, transmitting the pulling force of the prefabricated abutment 4 to the foundation slab 1, wherein the pulling-resistant table 5-3 is a circular ring with an inner cavity and is positioned at the bottom of the abutment seat 5, the bottom surface of the pulling-resistant table is connected with the foundation slab 1, and the top surface of the pulling-resistant table supports 4 abutment rib plates 5-2-1, 5-2-2, 5-2-3 and 5-2-4; the central boss 5-4 is fixed with the foundation slab 1, and a circular groove formed by the central boss and 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 filling pile 8; secondly, casting a concrete thin cushion layer 9 in situ; thirdly, binding steel cages (comprising a foundation slab 1, a central ring beam 3, a trapezoid spoke beam 2 and a foundation slab outer ring rib beam 6); fourthly, assembling prefabricated abutment 4, adjusting the relative position of the abutment, and binding the abutment seat 5 and the steel cage of the transfer beam 7 between the lattices; and fifthly, die assembly, namely integrally casting the foundation slab 1, the central ring beam 3, the trapezoid spoke beams 2, the foundation slab outer ring rib beams 6, the inter-lattice force transfer beams 7 and the abutment seat 5.
The above embodiments are only preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, so variations in shape and principles of the present invention should be covered.
Claims (2)
1. The utility model provides a prefabricated pier slab beam foundation of lattice formula concrete wind-powered electricity generation tower which characterized in that: the device comprises a foundation slab, a trapezoid spoke beam, a central ring beam, a prefabricated pier, a pier seat, an outer ring rib beam of the foundation slab, a force transfer beam between lattices, a concrete filling pile and a concrete thin cushion layer; the foundation slab is round or regular polygon, is a main component for basic anti-overturning, and the edge of the foundation slab is a basic overturning rotating edge; the central ring beam is positioned at the right center of the upper surface of the foundation slab and is of a hollow thin-wall cylinder structure and is used for improving the bending resistance and the shearing resistance of the center of the foundation slab; the trapezoid spoke beams are uniformly distributed on the upper surface of the foundation slab and are main bending members of a foundation, the large ends of the trapezoid spoke beams are connected with the outer surface of the central circular ring beam, and the small ends of the trapezoid spoke beams extend to the outer diameter edge of the foundation slab along the radial direction of the foundation slab; the rib beams of the outer ring of the foundation slab are distributed at the outer ring 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; the prefabricated pier is formed into a whole with the foundation base plate through the pier pedestal, after the prefabricated pier moves to a designated position, the steel cage of the pier pedestal and the exposed lap joint steel bars of the prefabricated pier are bound, and the steel cage of the pier pedestal and the steel cage of the foundation base plate are continuous and uninterrupted; the lattice type concrete wind power tower is directly butted with the prefabricated pier, and external steel strand pre-tightening is adopted; the force transfer beams between the lattices are connected with adjacent pier pedestals, are cast together at an inclined angle with the foundation slab and are cast together with pier rib plates of the pier pedestals, so that the overall rigidity between the lattices is improved, and meanwhile, the load between the lattices can be transferred; the concrete filling pile penetrates through the concrete thin cushion layer to support the foundation slab and is used for improving the bearing capacity of the foundation, and the concrete filling pile is not needed when the bearing capacity of the foundation is enough; 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, steel cages of the foundation slab and related components are bound on the concrete thin cushion layer;
The prefabricated abutment is prefabricated and formed before foundation construction, and the prefabricated abutment is moved to the steel cage of the foundation slab when the steel cage of the foundation slab is bound, and the prefabricated abutment comprises a cylindrical abutment, a pulling-resistant flange, a shear steel bar for connecting the abutment with the foundation slab and a foundation anchor plate; the axis of the cylindrical pier column is connected with the foundation slab at an inclined angle, the outer diameter of the cylindrical pier column is unchanged, 4 inner cavities are formed by changing the inner wall thickness, and a grouting connecting cavity, a pedestrian passage, a prestress 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 type concrete wind power tower, slurry is filled in the butt joint surface, and the gap between the wind power tower and the grouting connecting cavity is filled with slurry, so that the torsion resistance reliability of the concrete wind power tower is improved; positioning pin holes are formed in the bottom of the grouting connecting cavity, and positioning pins are inserted into two cylindrical pier columns when the concrete wind power tower is hoisted, so that the concrete wind power tower can be positioned; a door hole penetrates through the wall thickness between the pedestrian passage and the cylindrical pier column; the foundation anchor plate is a steel flange plate, is pre-buried at the lower part of the cavity of the prestress bearing platform plate and is a steel strand anchor bearing plate; the overlap joint reinforcing steel bars of the cylindrical pier columns are embedded in the cylindrical pier columns, and are then bound and cast with the pier rib plate steel cages of the pier pedestal to form a whole; the lap joint steel bars of the pull-out resistant flange are pre-buried at the bottom of the pull-out resistant flange and are bound with a foundation bottom plate steel cage; the shear steel bar penetrates into a pore canal of the anti-pulling flange after the pier stud is prefabricated and formed, the shear steel bar is bound with a steel cage of a foundation bottom plate in foundation construction, the whole anti-pulling flange is completely embedded into an inner cavity of an anti-pulling table of a pier pedestal, and meanwhile, a central boss of the pier pedestal is embedded into a steel strand tensioning working chamber, and the shear steel bar penetrates through the central boss of the pier pedestal, the anti-pulling flange and the foundation bottom plate;
The pier pedestal and the foundation slab are cast simultaneously, and the pier pedestal consists of an upper bearing platform, pier rib plates, an anti-pulling platform and a central boss; the upper bearing platform is a rectangular cross-section ring, the upper parts of 4 abutment rib plates around the upper bearing platform are cast together, the overall rigidity of the abutment base is improved, the upper bearing platform is also used as a ground bearing platform, abutment rib plates at the inner side of the radial position of the foundation slab are cast together with trapezoid spoke beams, abutment at the outer side of the radial position of the foundation slab is cast together with the foundation slab, and the other two abutment rib plates are cast together with a force transmission beam between the lattices; 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 slab, 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 slab, and the top surface of the anti-pulling platform supports 4 abutment rib plates; the central boss is fixed with the foundation slab, and the annular 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 pier.
2. The lattice concrete wind tower prefabricated pier girder foundation of claim 1, wherein: the foundation slab outer ring rib beam is a rectangular strip beam.
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| CN201910393266.XA CN110158633B (en) | 2019-05-13 | 2019-05-13 | Prefabricated pier slab beam type foundation of lattice type concrete wind power tower |
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| CN201910393266.XA CN110158633B (en) | 2019-05-13 | 2019-05-13 | Prefabricated pier slab beam type foundation of lattice type concrete wind power tower |
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| CN111088904A (en) * | 2019-12-30 | 2020-05-01 | 广西建工集团第一安装有限公司 | Integral hoisting device and process for iron chimney steel frame with hectometer-height barrel |
| CN115977137B (en) * | 2022-12-20 | 2024-06-11 | 重庆大学 | Assembled foundation applicable to mountain fan lattice tower and assembling method thereof |
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