CN202493386U - External prestressing steel and concrete wind power tower - Google Patents
External prestressing steel and concrete wind power tower Download PDFInfo
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- CN202493386U CN202493386U CN2012200589050U CN201220058905U CN202493386U CN 202493386 U CN202493386 U CN 202493386U CN 2012200589050 U CN2012200589050 U CN 2012200589050U CN 201220058905 U CN201220058905 U CN 201220058905U CN 202493386 U CN202493386 U CN 202493386U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The utility model discloses an external prestressing steel and concrete wind power tower. The external prestressing steel and concrete wind power tower comprises a concrete section, a steel structure section and a changeover section used to connect the concrete section and the steel structure section. The changeover section comprises a concrete changeover section and a steel structure changeover section. The tower is formed by connecting the concrete section, the concrete changeover section, the steel structure changeover section and the steel structure section in sequence, and the steel structure changeover section is connected with the concrete changeover section through stud bolts. Due to the fact that the steel structure changeover section is connected with the concrete changeover section through the stud bolts, the wind power tower is reliable in mounting and convenient in transportation and mounting.
Description
Technical field
The utility model relates to technical field of wind power generating equipment, particularly a kind of external prestressing steel-concrete wind power tower.
Background technique
The wind-power electricity generation pylon is the important component part of wind power plant, and pylon plays the effect of mechanisms such as the blade that supports in the generator set of having an effect, cabin, is main bearing equipment.At present, the form of wind power tower is varied, and steel structure, truss, whole concrete structure, steel-concrete mixed construction etc. are arranged.
Along with wind power generating set power constantly increases, to wind-power electricity generation pylon height, intensity require increasingly high.Because the height and the diameter of large-scale pylon are bigger, for transportation and lifting, all there is technical difficulty.For this reason, the concrete wind power tower obtains using comparatively widely.The concrete wind power tower mainly comprises steel structure section, changeover portion and concrete segment, and wherein changeover portion is the steel structure section of connection and the necessary node of concrete segment.Concrete segment has the cast-in-site mode, also has to install after the prefabricated concrete segment to apply prestressed mode again, or on-the-spot installation the after the prefabricated concrete segment, need not apply prestressing force.
For the wind power tower of steel-concrete mixed construction, steel structure section, changeover portion and concrete segment can be transported assembled on site more separately, have reduced the difficulty of transportation and lifting.
Yet in the existing technology, the each several part of the wind power tower of this structure connects and is not easy to operation construction and also unreliable, influences the reliability of assembled wind power tower.
In view of this, how to provide a kind of and be convenient to transportation, wind power tower easy for installation and reliable is those skilled in the art's technical issues that need to address.
The model utility content
The purpose of the utility model is for providing a kind of external prestressing wind power tower, and this wind power tower is convenient to transportation and easy for installation, and the connection between the changeover portion is also comparatively reliable.
For reaching the purpose of the utility model, the utility model provides a kind of external prestressing steel-concrete wind power tower, comprises concrete segment and steel structure section, and the changeover portion that connects the two, and said changeover portion comprises concrete changeover portion and steel structure changeover portion; Pylon connects according to concrete segment, transition concrete segment, transition steel structure section, steel structure section in regular turn; And said transition steel structure section is connected through stud bolt with said transition concrete segment.
Preferably, said transition steel structure section has lower flange, and said lower flange is provided with the stud bolt hole, presets the stud bolt sleeve pipe in the upper end of said transition concrete segment; Said stud bolt inserts said stud bolt hole and said stud bolt sleeve pipe and fixes through nut.
Preferably, said transition steel structure section has lower flange, and said lower flange is provided with the stud bolt hole; The upper end of said transition concrete segment has radially boss, and radially boss is provided with and the corresponding through hole in said stud bolt hole site; Said stud bolt runs through said stud bolt hole and said through hole, and the two ends of said stud bolt are fixed with said lower flange and said transition concrete segment respectively through nut.
Preferably; Said transition steel structure section has lower flange; And said lower flange has the steel strand hole; Said radially boss is provided with the steel strand pipe laying, and an end of said steel strand is fixed on the said lower flange by ground tackle, and said steel strand run through said steel strand hole and said steel strand pipe laying and are fixed in the inside of tower foundation along the inwall stretch-draw of said concrete segment and said transition concrete segment.
Preferably, said concrete segment comprises axial stacked concrete ring section more than two; Each said concrete ring section comprises at least two arc concrete sheets that splice mutually successively; Said concrete sheet is provided with stirrup, and when spliced the side of two adjacent said concrete sheets, the stirrup of two said concrete sheets laterally was staggered to form the stirrup hole, and four jiaos of the stirrup hole all vertically are fitted with straight reinforcing bar; Be filled with high-strength mortar between the stirrup of said concrete sheet side and the straight reinforcing bar.
Preferably, the side of said arc concrete sheet splicing has serrated-surface; And the side that said concrete sheet is used to splice is provided with adhesive tape.
Preferably, between said transition concrete segment and the said concrete segment, all connect between each said concrete ring section through guide rod; The relative end of adjacent two said concrete ring sections is respectively equipped with guiding groove, guide rod, and said guide rod inserts in the said guiding groove.
Preferably; The lower end that is positioned at the concrete ring section of top in the adjacent two said concrete ring sections is provided with screw shell; The upper end of said guide rod is inserted in the said screw shell and screw thread is fixed; Said guiding groove is located at the upper end of the concrete ring section that is positioned at the below, and said guiding groove is inserted in the lower end of said guide rod.
Preferably, the inwall of said concrete segment is equipped with longitudinal stiffener, and said guide rod and said guiding groove are located on the said stiffening rib.
Preferably, between said transition steel structure section and the said concrete segment, between said concrete changeover portion and the said concrete segment, all add between each said concrete ring section of said concrete segment and be useful on the levelling stuffing of the section of joining up and down.
Steel-concrete wind power tower in this model utility comprises concrete segment, transition concrete segment, transition steel structure section, steel structure section; Make that the transportation and the installation of pylon are more convenient; And the setting of transition steel structure section and transition concrete segment makes that the transition between steel structure section and the concrete segment is more smooth and easy.In addition, connect through stud bolt between transition concrete segment and the transition steel structure section, make that being connected of transition steel structure section and transition concrete segment is comparatively firm, and installation is comparatively convenient.
Description of drawings
Fig. 1 provides the structural representation of first kind of embodiment of external prestressing steel-concrete wind power tower for the utility model
Fig. 2-1 be among Fig. 1 C1-C1 to sectional view;
Fig. 2-2 be among Fig. 1 C2-C2 to sectional view;
Fig. 2-3 is the local enlarged diagram at the II position among Fig. 1;
Fig. 2-4 is the structural representation of stud bolt and the another kind of Placement of transition concrete segment;
Fig. 3 is the local enlarged diagram at III position among Fig. 1;
Fig. 4 be among Fig. 1 D-D to sectional view;
Fig. 5 is the schematic representation of a block concrete sheet among Fig. 4;
The local enlarged diagram at IV position among Fig. 6 Fig. 4.
Fig. 7 is the local enlarged diagram at I position among Fig. 1
Fig. 8 be among Fig. 1 E-E to sectional view;
Fig. 9 be among Fig. 8 E1-E1 to sectional view.
Among the figure, concrete segment 10, transition concrete segment 20, transition steel structure section 30, steel structure section 40, bolt hole 401, concrete ring section 101, steel strand 50, lower flange 301, stud bolt hole 3011, steel strand hole 3012, annular boss 201, stud bolt sleeve pipe 2011, steel strand pipe laying 2012, stud bolt 303, second nut 302, first chock plug 2015, ground tackle 304, concrete sheet 100, stirrup 1010, straight reinforcing bar 1000, guiding groove 1015, screw shell 1011, guide rod 1014, first are installed cushion block 1018, first stuffing 1017, second cushion block 2016, second stuffing 2017, second ring packing 2019, first ring packing 1016, second chock plug 1013, the 3rd ring packing 2018, longitudinal stiffener 102, first nut 300, through hole 2013 are installed.
Embodiment
The core of the utility model is for providing a kind of external prestressing wind power tower, and this wind power tower is convenient to transportation and easy for installation, and the connection between the changeover portion is also comparatively reliable.
In order to make those skilled in the art understand the technological scheme of the utility model better, the utility model is done further to specify below in conjunction with accompanying drawing and specific embodiment.
Please refer to Fig. 1, Fig. 1 is the structural representation that the utility model provides first kind of embodiment of external prestressing steel-concrete wind power tower, and not shown complete steel structure section only illustrates a part that is connected with transition steel structure section.
External prestressing steel-concrete wind power tower among this embodiment comprises concrete segment 10 and steel structure section 40, and the changeover portion that connects the two.Changeover portion specifically comprises transition concrete segment 20 and transition steel structure section 30.Each section connects according to the order of concrete segment 10, transition concrete segment 20, transition steel structure section 30, steel structure section 40, please refer to Fig. 1 and understand, following content relate to " on " orientation such as D score all is the visual angle with Fig. 1.
External prestressing concrete wind power tower; Be about to prestress wire 50 (reinforcing bar) and be placed on the outside of presetting concrete bodies, the steel strand 50 shown in Fig. 1 are fixed in the inside of tower foundation along precast concrete body (comprising transition concrete segment 20 and the concrete segment 10) outside stretch-draw of inwall.Wherein, transition steel structure section 30 is connected with steel strand 50 through stud bolt with transition concrete segment 20.
Fig. 2-1 illustrates the lower flange 301 that transition steel structure section 30 lower ends are provided with; Understand in conjunction with Fig. 1, transition concrete segment 20 upper ends are provided with radially boss, and radially the radial dimension of boss is obviously greater than the thickness of transition steel structure section 30; During installation, lower flange 301 is positioned on the upper-end surface of transition concrete segment 20.Lower flange 301 is provided with stud bolt hole 3011.
Please continue with reference to figure 2-2 and Fig. 2-3; Among this embodiment; Can preset in the radially boss of transition concrete segment 20 upper ends through hole 2013 and steel strand pipe laying 2012 are set; During practical operation, radially boss can be set to the annular boss 201 shown in Fig. 1, and through hole 2013 all can be along the annular setting with steel strand pipe laying 2012.During installation; Stud bolt 303 inserts the stud bolt hole 3011 of transition steel structure section 30 and directly inserts in the through hole 2013 on the annular boss 201; Thereby the upper and lower end face of running through annular boss 201; The two ends of stud bolt 303 are tightened with the lower end surface of lower flange 301 and annular boss 201 respectively through first nut 300 again, thereby reach purpose of connecting.
When transition steel structure section 30 is installed with transition concrete segment 20, stud bolt 303 is inserted in the stud bolt sleeve pipe 2011 of stud bolt hole 3011 and transition concrete segment 20 of lower flanges 301 after the screw-thread fit, fixing through second nut 302 again.Then stud bolt 303 plays the effect that connects transition steel structure section 30 and transition concrete segment 20.
Because stud bolt sleeve pipe 2011 is preset in the transition concrete segment 20; When forming transition concrete segment 20 for preventing to pour into a mould; Concrete flows in the stud bolt sleeve pipe 2011; First chock plug 2015 can be set in the bottom of stud bolt sleeve pipe 2011, and shown in Fig. 2-3, then being provided with of first chock plug 2015 can prevent effectively that concrete from getting in the stud bolt sleeve pipe 2011.
In order to strengthen the join strength of stud bolt sleeve pipe 2011 and transition concrete segment 20; Prevent that stud bolt sleeve pipe 2011 breaks away from agent structure in connection finishes loading process; Also can be in the bottom of stud bolt sleeve pipe 2011 welded end plate in advance, and the reinforcing bars welding that end plate and transition concrete segment 20 is inner is fixing.Under this kind situation, first chock plug 2015 is not set prevents that concrete from getting in the stud bolt sleeve pipe 2011 yet.
In the foregoing description, the quantity of stud bolt 303 and layout points all can be according to calculate confirming, promptly confirm according to factors such as the quantity of radial dimension, intensity and the thickness requirement of transition concrete segment 20 and lower flange 301, steel strand 50 and deployment scenarios.
The construction of steel strand 50 is generally carried out after construction of concrete structure body finishes.The concrete mounting type of steel strand 50 can be with reference to figure 3, and Fig. 3 is the local enlarged diagram at III position among Fig. 1.Except stud bolt 303 connects, steel strand 50 also can connect transition steel structure section 30 and transition concrete segment 20.
On the lower flange 301 of transition steel structure section 30 stud bolt hole 3011 is set not only among this embodiment, also is provided with steel strand hole 3012, see Fig. 2-1.Through hole 2013 on the annular boss 201 of transition concrete segment 20 (or stud bolt sleeve pipe 2011) and steel strand pipe laying 2012; Can be along same circumferential setting; And the inner edge of lower flange 301 is pressed close to the inner edge of annular boss 201, at this moment, and the size of the lower flange 301 that need not to extend; Also can realize being connected of steel strand 50 and lower flange 301; Certainly, also be not limited to this kind arrangement, corresponding steel strand pipe laying 2012 be set respectively on lower flange 301 and the annular boss 201 get final product with steel strand hole 3012, through hole 2011 and stud bolt hole 3011.The upper end of transition concrete segment 20 is provided with the stretch-draw that boss radially is easy to steel strand 50.
During steel strand 50 constructions; Steel strand 50 1 ends can penetrate through the steel strand hole 3012 of winding plant by transition steel structure section 30 lower flanges 301; And pass the steel strand pipe laying 2012 on the annular boss 201 of transition concrete segment 20, and be fixed in the inside of tower foundation along the inwall stretch-draw of transition concrete segment 20 and concrete segment 10.An end that penetrates steel strand hole 3012 and steel strand pipe laying 2012 can be fixed in 3012 places, steel strand hole of lower flange 301 equally by ground tackle 304.
In the foregoing description, connect transition concrete segment 20 and transition steel structure section 30 through stud bolt 303, the Placement of stud bolt 303 can realize being connected of transition concrete segment 20 and transition steel structure section 30 comparatively simple and easy and reliably.In addition; In another embodiment, steel strand 50 also connect transition concrete segment 20 and transition steel structure section 30, make being connected of transition steel structure section 30 and transition concrete segment 20 more firm; Thereby can effectively resist outer carrying, improve the installation reliability of steel-concrete wind power tower.And changeover portion is divided into transition concrete segment 20 and transition steel structure section 30 makes that also the transition between steel structure section 40 and the concrete segment 10 is more smooth and easy.
In addition, to the foregoing description, can make further improvement for the structure of concrete segment 10.Concrete segment 10 can comprise axial stacked concrete ring section 101 more than two; Promptly according to the height and the concrete segment of being convenient to transport 10 height of the concrete segment 10 of design; Can concrete segment 10 splits be processed as some rings section, be transported to the stacked again one that is installed on behind the scene, reach and be convenient to the purpose of transporting and lifting; Can continue with reference to figure 1 and combine Fig. 4-6 to understand, Fig. 4 be among Fig. 1 D-D to sectional view; Fig. 5 is the schematic representation of a block concrete sheet among Fig. 4; The local enlarged diagram at IV position among Fig. 6 Fig. 4.Concrete segment 10 is by some concrete ring section 101 stacked forming among Fig. 1.Further; Each concrete ring section 101 can also comprise some arc concrete sheets 100 that join successively; After soon concrete sheet 100 will be transported to the scene; Again each concrete sheet 100 is spliced to form required concrete ring section 101 successively, the stacked again formation concrete segment 10 of each concrete ring section 101, the difficulty that further reduces transportation and lift.Among this embodiment, concrete ring section 101 is spliced by two concrete sheets 100 with semi-circular cross-section.
When adjacent concrete sheet 100 joins, can make a concrete sheet 100 have side face seam, promptly be groove-like; Notch is towards the side of another concrete sheet 100; The side of another concrete sheet 100 has the stirrup 1010 of protrusion, and stirrup 1010 inserts in the side face seam of adjacent concrete sheet 100, also has the stirrup 1010 of protrusion in the side face seam; Then the stirrup 1010 of two adjacent concrete sheets 100 laterally is staggered to form the stirrup hole; Two stirrups 1010 as shown in Figure 6 are staggered to form waist u stirrup hole, and stirrup 1010 can be set to multilayer, then can form a plurality of stirrups hole that longitudinally is provided with.Four jiaos of the stirrup hole all vertically are fitted with straight reinforcing bar 1000, as shown in Figure 6, between the stirrup 1010 of concrete sheet 100 sides and straight reinforcing bar 1000, pour into high-strength mortar again, thereby have realized the splicing of concrete sheet 100.
During splicing, can adhesive tape all be set in the interior outside of concrete sheet 100 groove-like seams.After the splicing, need in the splicing slit, pour into high-strength mortar, to realize fixedly purpose; Adhesive tape is set prevents that high-strength mortar from leaking outside; After the high-strength mortar sclerosis, after connecting into whole concrete ring section 101 and having certain intensity, carry out integral hoisting again and install and form concrete segment 10.The surface of the side face seam of arc concrete sheet 100 can be processed as has serrated-surface, so that cast combines closely high-strength mortar the time.
All can connect between each concrete ring section 101 of concrete segment 10 in addition, between concrete segment 10 and the transition concrete segment 20, through guide rod 1014.Please refer to Fig. 7, Fig. 7 is the local enlarged diagram at I position among Fig. 1, and this illustrates the connection between the concrete ring section 101, and the connection between concrete segment 10 and the transition concrete segment 20 can be with reference to understanding.
Among this embodiment; The lower end that is positioned at the concrete ring section 101 of top in the adjacent two concrete ring sections 101 is provided with screw shell 1011; Guide rod 1014 is inserted in the screw shell 1011 and screw thread is fixed; The upper end that is guide rod 1014 is a thread section, and guiding groove 1015 is located at the upper end of the concrete ring section 101 that is positioned at the below.When two neighbouring concrete ring sections 101 then are installed; With the two aligning; Make guide rod 1014 can be inserted in the guiding groove 1015, the number of guide rod 1014 and guiding groove 1015, the position is corresponding; Concrete number can be decided according to concrete segment 10 external diameters and mounting process, and the scheme of optimization is at least three.After guide rod 1014 and guiding groove 1015 are set; Installing and aligning between the concrete ring section 101 is easier to hold; And concrete ring section 101 is able to effective location; Be convenient to the installation of steel strand 50, strengthened the connection reliability between the concrete ring section 101, guarantee the integrated type effect of concrete segment 10.Need to prove; In this embodiment, guide rod 1014 is located at the above and below respectively with guiding groove 1015, and the aligning when being convenient to install is set like this; Certainly, guide rod 1014 and guiding groove 1015 are located at the below respectively and this purpose also can be realized in the top.In addition, screw shell 1011 is set among this embodiment is used for fixing guide rod 1014, can expect, guide rod 1014 is preset in the concrete ring section 101 can realizes this purpose equally, promptly need not to preset screw shell 1011.
Similar with above-mentioned description about stud bolt sleeve pipe 2011, the top of screw shell 1011 can be provided with second chock plug 1013 equally.When preventing that cast from forming concrete ring section 101, concrete flows in the screw shell 1011.
Further, can insert accurately in the guiding groove 1015, can the end that guide rod 1014 is inserted to guiding groove 1015 be designed to taper in order to guarantee guide rod 1014, shown in figure 14.
Equally; Similar with above-mentioned description about stud bolt sleeve pipe 2011; The top of screw shell 1011 can welded end plate; End plate is fixed with corresponding concrete ring section 101 inner reinforcing bar welding, can improve the link reliability of screw shell 1011 and concrete ring section 101, prevents that screw shell 1011 breaks away from agent structure in connecting the stressed process that finishes.Under this kind situation, second chock plug 1013 is not set prevents that concrete from getting in the screw shell 1011 yet.
Among Fig. 4, the inwall of transition concrete segment 20 and concrete segment 10 all can be provided with longitudinal stiffener 102, screw shell 1011 and guiding groove 1015 all is located at vertically add in rib 102.Being arranged under the prerequisite that guarantees concrete segment 10 of longitudinal stiffener 102 can reduce the wall thickness of concrete segment 10, thereby reaches the purpose of saving material, being convenient to transport.The quantity of stiffening rib 102 and position can be decided according to calculating and process requirements.
After guide rod 1014 is ready, can below the upper surface of concrete ring section 101 evenly place some first cushion blocks 1018 be installed, can continue with reference to figure 7.Among this embodiment; The compressive strength that the long strip first installation cushion block 1018, the first installation cushion blocks 1018 are set should be weaker than structural body, but can bear the weight of top concrete ring section 101; And its amount of deformation is unlikely to excessive, so that concrete ring section 101 can contact up and down.The height of the first installation cushion block 1018 can be adjusted the installation precision of concrete ring section 101; When concrete ring section 101 is installed when having error (as tilting etc.); The thickness that cushion block 1018 is installed in fine setting first can reach the effect of levelling up-down structure section; Parallelism after promptly adjustment top concrete ring section 101 is installed etc. are to satisfy the installation precision requirement.After installing the first installation cushion block 1018, the height that can between concrete ring section 101 ring sections, evenly add first stuffing, 1017, the first stuffing 1017 is suitable with the first installation cushion block 1018.First stuffing of selecting for use 1017 should guarantee that the intensity of first stuffing 1017 is better than agent structure, and its modulus and agent structure are approximate.After treating 1017 moulding of first stuffing, the Load Transfer of two concrete ring sections 101 mainly relies on first stuffing 1017 to bear up and down, and first stuffing 1017 has further been consolidated the levelling effect of the first installation cushion block 1018.At this moment; First ring packing 1016 can be installed in the upper end of guiding groove 1015; Guide rod 1014 inserts first ring packing 1016 and inserts in the guiding groove 1015; Can prevent that equally stuffing from getting in the screw shell 1011, thereby keep guide rod 1014 and the sealing that screw shell 1011 is connected, make the two remain reliable connection.
Except first stuffing 1017 and first is set between the concrete ring section 101 cushion block 1018 is installed; Stuffing also can be set between concrete segment 10 and the transition concrete segment 20 and cushion block is installed; In addition; Second stuffing 2017 and second also can be set between transition concrete segment 20 and the transition steel structure section 30 cushion block 2016 is installed, like Fig. 2-3,2-4 and shown in Figure 3.At this moment; The upper end of stud bolt sleeve pipe 2011 or through hole 2013 all can be provided with second ring packing 2019; Stud bolt 303 insert second ring packings 2019 and get into stud bolt sleeve pipe 2011 or through hole 2013 in; In like manner, being provided with of second ring packing 2019 can prevent that second stuffing 2017 from getting in the stud bolt sleeve pipe 2011, guarantees connection reliability.
Hence one can see that; When also connecting between transition concrete segment 20 and the transition steel structure section 30 through steel strand 50; The upper end of steel strand pipe laying 2012 also can be provided with ring packing; The upper end of the steel strand pipe laying 2012 of transition concrete segment 20 is provided with the 3rd ring packing 2018 among Fig. 3; Second ring packing 2019 and the 3rd ring packing 2018 can be selected the software material for use, and make it correspondingly exceed the second installation cushion block, 2016 certain altitudes, behind transition steel structure section 30 installation in position of top; Second ring packing 2019 and the 3rd ring packing 2018 have the certain shrink amount, this moment second ring packing 2019 and the 3rd ring packing 2018 will with top structural transition steel structure section good seal.
The transition steel structure section 30 of pylon can be connected through high-strength bolt with steel structure section 40 among above-mentioned each embodiment, please refer to Fig. 8, and Fig. 8 is that E-E is to sectional view among Fig. 1, and this figure is the sectional view of steel structure section 40; Fig. 9 be among Fig. 8 E1-E1 to sectional view; A plurality of bolts hole 401 on the steel structure section 40, the upper end of transition steel structure section 30 also is provided with bolt hole, so that high section 40 and transition steel structure section 30; Thereby realize the reliable connection of the two, improve the connection reliability of whole pylon.
More than a kind of external prestressing steel-concrete pylon structure that the utility model provided has been carried out detailed introduction.Used concrete example among this paper the principle and the mode of execution of the utility model are set forth, above embodiment's explanation just is used to help to understand the method and the core concept thereof of the utility model.Should be understood that; For those skilled in the art; Under the prerequisite that does not break away from the utility model principle, can also carry out some improvement and modification to the utility model, these improvement and modification also fall in the protection domain of the utility model claim.
Claims (10)
1. an external prestressing steel-concrete wind power tower comprises concrete segment and steel structure section, and the changeover portion that connects the two, it is characterized in that, said changeover portion comprises concrete changeover portion and steel structure changeover portion; Pylon connects according to concrete segment, transition concrete segment, transition steel structure section, steel structure section in regular turn; And said transition steel structure section is connected through stud bolt with said transition concrete segment.
2. external prestressing steel-concrete wind power tower according to claim 1 is characterized in that, said transition steel structure section has lower flange, and said lower flange is provided with the stud bolt hole, presets the stud bolt sleeve pipe in the upper end of said transition concrete segment; Said stud bolt inserts said stud bolt hole and said stud bolt sleeve pipe and fixes through nut.
3. external prestressing steel-concrete wind power tower according to claim 1 is characterized in that, said transition steel structure section has lower flange, and said lower flange is provided with the stud bolt hole; The upper end of said transition concrete segment has radially boss, and radially boss is provided with and the corresponding through hole in said stud bolt hole site; Said stud bolt runs through said stud bolt hole and said through hole, and the two ends of said stud bolt are fixed with said lower flange and said transition concrete segment respectively through nut.
4. according to claim 2 or 3 described external prestressing steel-concrete wind power towers; It is characterized in that; Said transition steel structure section has lower flange, and said lower flange has the steel strand hole, and said radially boss is provided with the steel strand pipe laying; One end of said steel strand is fixed on the said lower flange by ground tackle, and said steel strand run through said steel strand hole and said steel strand pipe laying and are fixed in the inside of tower foundation along the inwall stretch-draw of said concrete segment and said transition concrete segment.
5. according to each described external prestressing steel-concrete wind power tower of claim 1-3, it is characterized in that said concrete segment comprises axial stacked concrete ring section more than two; Each said concrete ring section comprises at least two arc concrete sheets that splice mutually successively; Said concrete sheet is provided with stirrup, and when spliced the side of two adjacent said concrete sheets, the stirrup of two said concrete sheets laterally was staggered to form the stirrup hole, and four jiaos of the stirrup hole all vertically are fitted with straight reinforcing bar; Be filled with high-strength mortar between the stirrup of said concrete sheet side and the straight reinforcing bar.
6. external prestressing steel-concrete wind power tower according to claim 5 is characterized in that, the side of said arc concrete sheet splicing has serrated-surface; And the side that said concrete sheet is used to splice is provided with adhesive tape.
7. external prestressing steel-concrete wind power tower according to claim 5 is characterized in that, between said transition concrete segment and the said concrete segment, all connect through guide rod between each said concrete ring section; The relative end of adjacent two said concrete ring sections is respectively equipped with guiding groove, guide rod, and said guide rod inserts in the said guiding groove.
8. external prestressing steel-concrete wind power tower according to claim 7; It is characterized in that; The lower end that is positioned at the concrete ring section of top in the adjacent two said concrete ring sections is provided with screw shell; The upper end of said guide rod is inserted in the said screw shell and screw thread is fixed, and said guiding groove is located at the upper end of the concrete ring section that is positioned at the below, and said guiding groove is inserted in the lower end of said guide rod.
9. external prestressing steel-concrete wind power tower according to claim 8 is characterized in that the inwall of said concrete segment is equipped with longitudinal stiffener, and said guide rod and said guiding groove are located on the said stiffening rib.
10. external prestressing steel-concrete wind power tower according to claim 5; It is characterized in that, between said transition steel structure section and the said concrete segment, between said concrete changeover portion and the said concrete segment, all add between each said concrete ring section of said concrete segment and be useful on the levelling stuffing of the section of joining up and down.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2012200589050U CN202493386U (en) | 2012-02-22 | 2012-02-22 | External prestressing steel and concrete wind power tower |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2012200589050U CN202493386U (en) | 2012-02-22 | 2012-02-22 | External prestressing steel and concrete wind power tower |
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| CN2012200589050U Expired - Fee Related CN202493386U (en) | 2012-02-22 | 2012-02-22 | External prestressing steel and concrete wind power tower |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105431595A (en) * | 2013-05-29 | 2016-03-23 | 马克斯·博格风能股份公司 | Concrete foundation, method for producing a concrete foundation for a wind power tower, and positioning device for positioning jacket pipes in a concrete foundation |
| CN105909477A (en) * | 2016-04-20 | 2016-08-31 | 广东明阳风电产业集团有限公司 | Transition section structure connecting steel tower drum with prestressed concrete tower drum |
| CN106088780A (en) * | 2016-06-29 | 2016-11-09 | 中国航空规划设计研究总院有限公司 | The cast-in-place concrete pylon of pre-made void reinforcement bar truss mould plate and construction method thereof |
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2012
- 2012-02-22 CN CN2012200589050U patent/CN202493386U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105431595A (en) * | 2013-05-29 | 2016-03-23 | 马克斯·博格风能股份公司 | Concrete foundation, method for producing a concrete foundation for a wind power tower, and positioning device for positioning jacket pipes in a concrete foundation |
| US10443205B2 (en) | 2013-05-29 | 2019-10-15 | Max Bögl Wind AG | Concrete foundation, method for producing a concrete foundation for a wind power tower, and positioning device for positioning jacket pipes in a concrete foundation |
| CN105909477A (en) * | 2016-04-20 | 2016-08-31 | 广东明阳风电产业集团有限公司 | Transition section structure connecting steel tower drum with prestressed concrete tower drum |
| CN105909477B (en) * | 2016-04-20 | 2018-08-14 | 明阳智慧能源集团股份公司 | A kind of transition section structure of connection steel tower tube and prestressed concrete tower cylinder |
| CN106088780A (en) * | 2016-06-29 | 2016-11-09 | 中国航空规划设计研究总院有限公司 | The cast-in-place concrete pylon of pre-made void reinforcement bar truss mould plate and construction method thereof |
| CN106088780B (en) * | 2016-06-29 | 2019-04-19 | 中国航空规划设计研究总院有限公司 | The cast-in-place concrete pylon and its construction method of pre-made void reinforcement bar truss mould plate |
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