CN103266621B - Steel strand prestress base structure of wind driven generator and construction method thereof - Google Patents
Steel strand prestress base structure of wind driven generator and construction method thereof Download PDFInfo
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Abstract
The invention provides a steel strand prestress base structure for a wind driven generator and a construction method thereof and relates to improvement of the rock layer and soil layer of base structure of the wind driven generator and the construction method thereof. The rock layer of base structure of the wind driven generator is stable and saves raw materials. The base structure comprises a concrete bearing platform, a fixing portion of the wind driven generator is arranged in the middle in the concrete bearing platform, the upper portion of the concrete bearing platform is connected with the bottom of a fan tower through bolts, straight holes are formed in the lower portion of the edge of the concrete bearing platform and evenly distributed on the circumference with the fixing portion as the center, the bottoms of the straight holes are communicated with bottom expanding holes under the straight holes, steel strands are arranged in the straight holes, anchoring portions of the steel strands arranged in the bottom expanding holes are arranged at the bottom ends of the steel strands, bellows are further arranged on the outside of the steel strands, pouring concrete is arranged in places between the bellows and the straight holes and in the bottom expanding holes, concrete is arranged in the bellows and gaps between the steel strands, and the upper ends of the steel strands are fixed on the concrete bearing platform through a location anchoring disc.
Description
Technical field
the invention belongs to technical field of wind power generation, more particularly, relate to the improvement of a kind of wind-driven generator rock stratum and soil foundation structure, and construction method.
Background technology
existing foundation structure of wind-driven generator is generally following structure: (see figure 9) arranges the taper coagulation soil matrix of footpath 16 ~ 20m, dark about 3m always under earth's surface, and the weight of its coagulation soil matrix is 40 ~ 50t, 400 ~ 600m
3
, amount of reinforcement 40 ~ 60t; There is the metal ring of a cylindrical tube shape at the middle part of coagulation soil matrix, and the top of this metal ring is flange, and metal ring top flange and top flange of wind driven generator tower are fixed by bolt, other parts of metal ring and grafting reinforcing bar together Transducers Embedded in Concrete.
the shortcoming of above-mentioned existing structure is: the diameter of its coagulation soil matrix is 16 ~ 20m, needs at earth's surface perforated area large, and vertical depth 3m is dark, and therefore engineering quantity is larger; In addition, the weight of coagulation soil matrix is 40 ~ 50t, 400 ~ 500m
3
, amount of reinforcement 40 ~ 60t, consumable material is very many.
chinese utility model patent, the patent No. is: 201120307606.1, name is called: weathered rock stratum bottom-expanding anchor rod base of wind driven generator, it discloses a kind of structure being positioned at the basis of rock geology wind-driven generator and improves; Comprise one and be positioned at blower fan flange below blower fan cylindrical shell, this blower fan flange and upper flange are bolted, the outer rim of described upper flange connects with the top of connecting cylinder, its structural feature is: the lower weld of described connecting cylinder is on lower flange, the diameter of this lower flange outer rim is greater than the external profile diameter of upper flange, below described lower flange, be positioned at one and be greater than described upper flange external profile diameter and and be less than the circumferentially even respectively of described upper flange external profile diameter and be furnished with long bolt, the bottom of described long bolt is provided with at least two link plates.This structure remain deficiency be: because the long bolt mainly playing uplift effect is all fixed on the lower flange of connecting cylinder, and the size of connecting cylinder is corresponding to the bottom of blower fan cylindrical shell, therefore the load of long bolt is very large, easy fatigue, the anchor rod foundation structure of this utility model visible is generally applicable to small-sized wind power generator, and limitation is strong.
and for example Chinese invention patent, the patent No. is: 201010249825.9, name is called: pile anchor rod foundation structure, it discloses a kind of pile anchor rod foundation structure, belong to for the fixing such as main equipment such as frame or pylon in building construction project, and the technical field of the foundation construction structure mainly utilizing the frame for movement of concrete and rigid material to be formed.Comprise base concrete cylinder cushion cap and the equally distributed high-strength grouting post of circumferentially shape to downward-extension, in this high-strength grouting post, be fixed with the anchor pole that can penetrate in described base concrete cylinder cushion cap by pressure grouting; This base concrete cylinder cushion cap coaxially arranges ring-type finish rolling reinforcing bar.Adopt this structure that whole basis can be made to bear the huge bending moment transmitted by top tall and slender structure, compare with conventional Extension basis, significantly save the material usage comprising concrete and steel etc.This structure remain deficiency be: its stretching resistance is inadequate, and namely the high strength grouting post of this utility model and anchor pole form a kind of friction pile, but not bearing peg.Take diameter as 8m(100m
3
) cushion cap be example, the straight hole degree of depth is 15 ~ 20m, every root anchor pole need stressed be 200t(KN), in order to increase anchor pole toughness, the reinforcing bar needs of usual anchor pole are heat-treated; But toughness adds really, but its anti-impact force then reduces greatly; And the disadvantage of this friction pile is through long-term creep, and a certain anchor pole may lose efficacy, and then cause adjacent anchor pole to lose efficacy, and even whole wind-driven generator tower is tumbled.
Summary of the invention
the present invention is exactly for the problems referred to above, makes up the deficiencies in the prior art, provide a kind of basis highly stable, save raw-material wind-driven generator rock stratum foundation structure, and its construction method.
for realizing above-mentioned purpose of the present invention, the present invention adopts following technical scheme.
the present invention includes the concrete bearing platform of the cylindrical shape of built-in arrangement of reinforcement, middle part in concrete bearing platform is provided with the fixed part of wind-driven generator, the top of fixed part is connected with the bottom of wind-driven generator tower by bolt, its structural feature is: have some straight holes in the below at concrete bearing platform edge, and straight hole to be distributed in centered by fixed part circumferentially; The bottom of straight hole is connected with the expansion bottom outlet below it, in straight hole by the steel strand be made up of some steel wires (under soil layer geological conditions, can adopt without bonding steel strand), the bottom of steel strand has the anchorage part of steel strand, and anchorage part is arranged at and expands in bottom outlet; Also bellows is provided with outward at steel strand, it is the concrete of perfusion between bellows and straight hole and in expansion bottom outlet, in bellows, and (preferably adopt grouting material herein for concrete between the space of steel strand, grouting material is good fluidity, and there is the material of high strength, as epoxy resin, high grade rubble cement mortar etc. after solidifying; Under formation geology condition, need back-grouting, under soil layer geological conditions, only need to ripple ipe grout); The upper end of steel strand is fixed on the top of concrete bearing platform by positioning anchor dish.
particularly, described positioning anchor dish is the metal dish of a cylindrical shape, and the center of positioning anchor dish is provided with grout hole; Centered by grout hole, radius is less than the through hole of circumferentially uniform some reverse frustoconics (plane being parallel to circular cone bottom surface with removes truncated cone, and the part between bottom surface and cross section is round platform) of positioning anchor dish, and its quantity is corresponding with the quantity of steel strand; Between the through-hole wall and steel strand of reverse frustoconic, be provided with split type key, each key is combined to form an inverted round stage, and each key is the split such as grade of this inverted round stage, and the cylinder cambered surface be combined to form inside key is corresponding with the outside of steel strand; A steam vent is also provided with between the through hole and grout hole of reverse frustoconic.In positioning anchor dish of the present invention, described key is two; Its effect is: the structure utilizing its reverse frustoconic, tile, inside wraps up in steel strand, is limited in the through hole of reverse frustoconic outward, make steel strand after bearing uplift force, no longer play, be fixed on positioning anchor dish.
more specifically, the metal embossing that the anchorage part of described steel strand can adopt embossing machine to be pressed into, also can adopt and be with the positioning anchor dish of split type key (this positioning anchor dish can no longer arrange grout hole and steam vent), the bottom of steel strand is tightened, and be placed in expansion bottom outlet.
described metal embossing can be dispersion arrangement, freely arrange in expansion bottom outlet, also can be from top to bottom, the arrangement mode of alternating expression; One is the mutual interference prevented between metal embossing, and two is make it to form more stable concrete anchor based structures with concrete, reaches better resistance to plucking effect.Therefore, as another kind of preferred version of the present invention, arrange elongated pore in the bottom centre of described expansion bottom outlet, the position of this elongated pore is corresponding with straight hole, and the diameter of elongated pore should be less than the diameter of straight hole, and the bottom of bamboo shoot shape stake is placed in elongated pore; The stake of bamboo shoot shape can adopt metal or pouring concrete to form.The effect of this bamboo shoot shape stake is: utilize it with the tip of cambered surface, makes the metal embossing of steel strand bottom be evenly distributed in the cambered surface periphery of bamboo shoot shape stake.
further, described steel strand be 7 twisted one-tenth of steel wire one.
as another kind of preferred version of the present invention, grout hole is the screwed hole of M30, and this screwed hole can coordinate with the tube connector of grouting machine, to be fixedly connected with pipe; Steam vent is the screwed hole of M16, and after the air in bellows is discharged, the threaded engagement of available bolt and steam vent, seals steam vent, continues to increase grouting pressure.
described fixed part is the metal ring of a cylindrical shape; Or inverse flange, inverse flange is made up of upper flange and lower flange, is connected between upper flange and lower flange by bolt, and the top of bolt is fixed on by nut on the flange in the bottom in wind-driven generator tower.
the wind-driven generator steel strand prestress foundation structure of the present invention of said structure is under soil layer geological conditions, and due to the particularity of soil layer geological conditions, corresponding construction technology there occurs change; Therefore, as a modification of the present invention, in work progress, be provided with annular steel form above straight hole, there is the hole corresponding with outside diameter of bel at the center of this annular steel form; In addition, the annular steel form above straight hole is also provided with soil layer steam vent.And, in order in earth pressure filling process, prevent the mud of being discharged by soil layer steam vent from flowing out from the space of annular steel form and straight hole upper end, can rational height be 200 ~ 500mm in the outer rim below annular steel form, thickness is the metallic cylinder of 5 ~ 10mm, embed the ground, bottom of foundation ditch.
the construction method (formation geology condition) of foundation structure of the present invention.
(1) foundation ditch is dug on earth's surface.
(2) in the bottom of foundation ditch circumferentially, equidistantly some straight holes are bored.
(3) bottom expanding drill equipment is re-used, in the bottom reaming of straight hole.
(4) bore elongated pore in the bottom expanding bottom outlet, in elongated pore, put into the stake of bamboo shoot shape.
(5) in each straight hole, put into the steel strand of bottom with metal crimp flower.
(6), outside the steel strand in each straight hole, put bellows, on to earth's surface, down to expansion bottom orifice.
(7) in straight hole, outside bellows, concrete perfusion.
(8) metal ring is set in the central authorities of foundation ditch.
(9) in foundation ditch, arrangement of reinforcement is installed.
(10) to concrete perfusion in foundation ditch, concrete bearing platform is formed.
(11) after concrete strength reaches design strength, to the steel strand Shi Hanzhang in bellows, be then locked on positioning anchor dish with key by steel strand, positioning anchor dish is positioned at concrete bearing platform end face.
(12) again the tube connector of grouting machine is tightened on the grout hole of positioning anchor dish, to in bellows, steel strand gap perfusion grouting material, treat that air in bellows is by steam vent emptying, seals steam vent with bolt, and in bellows, apply grouting pressure again.
the construction method (soil layer geological conditions) of foundation structure of the present invention.
(1) foundation ditch is dug on earth's surface.
(2) circumferentially some straight holes are equidistantly bored in the bottom of foundation ditch.
(3) bottom expanding drill equipment is re-used, in the bottom reaming of straight hole.
(4) put in each straight hole bottom with metal crimp flower without bonding steel strand, until expand bottom bottom outlet.
(5) in each straight hole without outside bonding steel strand, put bellows, on to earth's surface, down to expansion bottom orifice.
(6) bottom foundation ditch, place annular steel form above straight hole.
(7) to concrete perfusion in bellows, the mud (slurry coat method) in straight hole is discharged from the soil layer steam vent annular steel form.
(8) when having concrete to discharge when from soil layer steam vent, with bolt, soil layer steam vent is closed, and continue pressure grouting, stop after reaching design pressure; And remove annular steel form.
(9) arrangement of reinforcement and metal ring are installed in foundation ditch.
(10) to concrete perfusion in foundation ditch, concrete bearing platform is formed.
(11) after concrete strength reaches design strength, in bellows without bonding steel strand Shi Hanzhang, be then locked on positioning anchor dish with key by steel strand, positioning anchor dish is positioned at concrete bearing platform end face.
compared with prior art beneficial effect of the present invention.
(1) structure is highly stable: design feature of the present invention is exactly form concrete anchorage by steel strand and metal embossing/positioning anchor dish, utilize the compressive resistance between concrete anchorage and rock, the uplift resistance of concrete bearing platform is strengthened, fundamentally changes the design of prior art wind driven generator base irrational mix.And, have employed steel strand, there is the uplift resistance larger than same cross-sectional rod iron.
(2) compared with prior art 1, reinforcing bar 60% is saved, concrete seven 0%.Compare with 3 with prior art 2, steel strand have excellent uplift resistance, are 1860KN/cm
2
, for 36 straight holes, every straight hole puts into 6 steel strand, and every root steel strand are 7 strands, take full advantage of the performance of steel strand tension.
Accompanying drawing explanation
below in conjunction with the drawings and specific embodiments, the present invention is further described.
fig. 1 is the structural representation under wind-driven generator steel strand prestress foundation structure of the present invention is applied in formation geology condition.
fig. 2 is the structural representation that the present invention adopts another kind of fixed part.
fig. 3 is the structural representation of positioning anchor dish of the present invention.
fig. 4 is the A-A sectional view of Fig. 3.
fig. 5 is the structural representation of bamboo shoot shape of the present invention stake.
fig. 6 is the top view of Fig. 5.
fig. 7 is a kind of arrangement mode schematic diagram of metal embossing of the present invention.
fig. 8 is the structural representation under wind-driven generator steel strand prestress foundation structure of the present invention is applied in soil layer geological conditions.
fig. 9 is the structural representation of existing wind driven generator base.
wherein, 1 be metal embossing, 2 be steel strand for expanding bottom outlet, 3,4 be bellows, 5 be straight hole, 6 be arrangement of reinforcement, 7 be positioning anchor dish, 8 be concrete bearing platform, 9 be fixed part, 10 be wind-driven generator tower, 11 be through hole, 12 be key, 13 be grout hole, 14 be steam vent, 15 be the stake of bamboo shoot shape, 16 be elongated pore, 17 be annular steel form, 18 be metallic cylinder, 19 for soil layer steam vent.
Detailed description of the invention
the construction method (formation geology condition) of the foundation structure of the present invention of the wind-driven generator installation of embodiment 1:1.5MW.
(1) dig on earth's surface that diameter is 10m, the degree of depth is the foundation ditch of 1.6m.
(2) in the bottom of foundation ditch circumferentially, adjacent equidistant between two, the straight hole 5 that drill diameter is 150mm, the degree of depth is 10m, quantity is 30, the center of straight hole 5 and the distance at foundation ditch center are 4.5m.
(3) re-use bottom expanding drill equipment, in the bottom reaming of straight hole 5, expand the diameter of bottom outlet 2 and be 250mm, highly be 400mm.
(4) bore the dark elongated pore 16 of 200mm in the bottom expanding bottom outlet 2, in elongated pore 16, put into bamboo shoot shape stake 15, diameter 140mm, height 300mm.
(5) in each straight hole 5, bottom spends 1 with metal crimp steel strand 3,7 are put into.
(6), outside the steel strand 3 in each straight hole 5, put bellows 4, on to earth's surface, down to expansion bottom outlet 2 place.
(7) in straight hole 5, outside bellows 4, concrete perfusion.
(8) arrange metal ring diameter 4m, height 1.5m in the central authorities of foundation ditch, exposing earth's surface Partial Height is 400mm.
(9) put into arrangement of reinforcement, 6,10t, be dispersed in foundation ditch.
(10) in foundation ditch, 120 m are poured into
3
concrete, formed concrete bearing platform 8.
(11), after concrete strength reaches C40, steel strand 3 Shi Hanzhang 700KN, be then locked on positioning anchor dish 7 with key 12 by steel strand 3, positioning anchor dish 7 is positioned at concrete bearing platform 8 end face.
(12) again the tube connector of grouting machine is tightened on the grout hole 13 of positioning anchor dish 7, to in bellows 4, steel strand 3 gap perfusion grouting material, treat that air in bellows 4 is by steam vent 14 emptying, with bolt, steam vent 14 is sealed, and in bellows 4, apply the grouting pressure of 30N again.
the construction method (formation geology condition) of the foundation structure of the present invention of the wind-driven generator installation of embodiment 2:2MW.
(1) dig on earth's surface that diameter is 10m, the degree of depth is the foundation ditch of 1.6m.
(2) in the bottom of foundation ditch circumferentially, adjacent equidistant between two, the straight hole 5 that drill diameter is 150mm, the degree of depth is 10m, quantity is 28, the center of straight hole 5 and the distance at foundation ditch center are 4.5m.
(3) re-use bottom expanding drill equipment, in the bottom reaming of straight hole 5, expand the diameter of bottom outlet 2 and be 250mm, highly be 400mm.
(4) bore the dark elongated pore 16 of 200mm in the bottom expanding bottom outlet 2, in elongated pore 16, put into bamboo shoot shape stake 15, diameter 140mm, height 300mm.
(5) in each straight hole 5, put into bottom with the steel strand 3,6 that positioning anchor dish 7 is tightened, positioning anchor dish 7 is 50mm with the vertical distance of expansion bottom outlet 2 bottom surface.
(6), outside the steel strand 3 in each straight hole 5, put bellows 4, on to earth's surface, down to expansion bottom outlet 2 place.
(7) in straight hole 5, outside bellows 4, concrete perfusion.
(8) arrange metal ring diameter 4m, height 1.5m in the central authorities of foundation ditch, exposing earth's surface Partial Height is 400mm.
(9) put into arrangement of reinforcement 6,10t, be dispersed in foundation ditch.
(10) in foundation ditch, 120 m are poured into
3
concrete, formed concrete bearing platform 8.
(11), after concrete strength reaches C40, steel strand 3 Shi Hanzhang 700KN, be then locked on positioning anchor dish 7 with key 12 by steel strand 3, positioning anchor dish 7 is positioned at concrete bearing platform 8 end face.
(12) again the tube connector of grouting machine is tightened on the grout hole 13 of positioning anchor dish 7, to in bellows 4, steel strand 3 gap perfusion grouting material, treat that air in bellows 4 is by steam vent 14 emptying, with bolt, steam vent 14 is sealed, and in bellows 4, apply the grouting pressure of 30N again.
the construction method (formation geology condition) of the foundation structure of the present invention of the wind-driven generator installation of embodiment 3:2MW.
(1) dig on earth's surface that diameter is 10m, the degree of depth is the foundation ditch of 1.6m.
(2) in the bottom of foundation ditch circumferentially, adjacent equidistant between two, the straight hole 5 that drill diameter is 150mm, the degree of depth is 10m, quantity is 30, the center of straight hole 5 and the distance at foundation ditch center are 4.5m.
(3) re-use bottom expanding drill equipment, in the bottom reaming of straight hole 5, expand the diameter of bottom outlet 2 and be 250mm, highly be 400mm.
(4) bore the dark elongated pore 16 of 200mm in the bottom expanding bottom outlet 2, in elongated pore 16, put into bamboo shoot shape stake 15, diameter 140mm, height 300mm.
(5) in each straight hole 5, bottom spends 1 with metal crimp steel strand 3,6 are put into.
(6), directly each, outside the steel strand in 5, put bellows 4, on to earth's surface, down to expansion bottom outlet 2 place;
(7) in straight hole 5, outside bellows 4, concrete perfusion.
(8) arrange metal ring diameter 4m, height 1.5m in the central authorities of foundation ditch, exposing earth's surface Partial Height is 400mm.
(9) put into arrangement of reinforcement 6,10t, be dispersed in foundation ditch.
(10) in foundation ditch, 120 m are poured into
3
concrete, formed concrete bearing platform 8.
(11), after concrete strength reaches C40, steel strand 3 Shi Hanzhang 700KN, be then locked on positioning anchor dish 7 with key 12 by steel strand 3, positioning anchor dish 7 is positioned at concrete bearing platform 8 end face.
(12) again the tube connector of grouting machine is tightened on the grout hole 13 of positioning anchor dish 7, to in bellows 4, steel strand 3 gap perfusion grouting material, treat that air in bellows 4 is by steam vent 14 emptying, with bolt, steam vent 14 is sealed, and in bellows 4, apply the grouting pressure of 30N again.
embodiment 4:(soil layer geological conditions) construction method of foundation structure of the present invention of wind-driven generator installation of 1.5MW.
(1) dig on earth's surface that diameter is 12m, the degree of depth is the foundation ditch of 2m.
(2) in the bottom of foundation ditch circumferentially, adjacent equidistant between two, the straight hole 5 that drill diameter is 200mm, the degree of depth is 10m, quantity is 36, the center of straight hole 5 and the distance at foundation ditch center are 5.5m.
(3) re-use bottom expanding drill equipment, in the bottom reaming of straight hole 5, expand the diameter of bottom outlet 2 and be 350mm, highly be 400mm.
(4) put in each straight hole 5 bottom with metal crimp spend 1 without bonding steel strand 3,6, until expand bottom bottom outlet 2.
(5) in each straight hole 5 without outside bonding steel strand 3, put bellows 4, on to earth's surface, down to expansion bottom outlet 2 place.
(6) bottom foundation ditch, to place annular steel form 17 external diameter above straight hole 5 be 800mm.
(7) to concrete perfusion in bellows 4, the mud (slurry coat method) in straight hole 5 is discharged from the soil layer steam vent 19 annular steel form 17.
(8) when having concrete to discharge when from soil layer steam vent 19, with bolt, soil layer steam vent 19 is closed, and continue pressure grouting, stop after reaching 30N; And remove annular steel form 17.
(9) in foundation ditch, install arrangement of reinforcement 6,15t and metal ring diameter 4m, height 1.5m, exposing earth's surface Partial Height is 400mm.
(10) to concrete perfusion in foundation ditch 140 m
3
, form concrete bearing platform 8.
(11) after concrete strength reaches C40, in bellows 4 without bonding steel strand 3 Shi Hanzhang 700KN, be then locked on positioning anchor dish 7 with key 12 by steel strand 3, positioning anchor dish 7 is positioned at concrete bearing platform 8 end face.
in the various embodiments described above, bottom expanding drill equipment is that utility model patent number is 89210660.3, name is called rock anchor rod counterboring bit equipment.It is primarily of distance rod, slide block and expansion base plate composition, and be characterized in the supporting capacity strengthening anchor pole, bellout diameter is large, and more bit change is convenient.Be applicable to various rock bolt.
the present invention is at the test report of peach blossom mountain, Beipiao City of Liaoning Province Wind Power Project wind-driven generator steel strand prestress foundation structure.
engineering name: Beipiao City of Long Yuan wind-power electricity generation Co., Ltd, Liaoning peach blossom mountain breeze electricity steel strand expand anchor rod experiment engineering.
unit in charge of construction: Hainan Zhonghai Electricity Power Engineering Co., Ltd.
detect unit: construction engineering test center, Liaoning Province.
pilot project: GJ-1 GJ-2 steel strand experiment anchor pole pulls out limit real model experiment.
test period: on 01 06th, 2013.
test site: Beipiao, liaoning peach blossom mountain is on-the-spot.
engineering Notice: this pilot project is in order to verify that steel strand prestress foundation structure of the present invention is at wind power foundation application feasibility; Determine under the geological conditions of strong-weathered rock, with steel strand for the foundation anchor of anchor pole material is applying the limit that can reach in certain prestressed situation pulls out load.The corresponding test pile position of project be GJ-1, No. GJ-2, test site is positioned near Beipiao, liaoning peach blossom mountain breeze electric field F16 seat in the plane.
on-the-spot hydrogeological conditions: according to Tongliao Hua Tai engineering investigation Co., Ltd " engineering geologic investigation report ", at embedded depth of foundation scope inner blower on-site strong-weathered rock, can be used as anchor rod foundation bearing stratum.Foundation platform bearing stratum is middle decomposed granite.There are no underground water during reconnoitring in fan section place, the standard frost penetration in place is 1.2m.
process of the test: respectively each battery of tests expansion end anchor pole is often located to GJ-1, GJ-2 stake position and carry out testing (often organize one, amount to two).This test basis national standard " building foundation pit supporting tecnical regulations " (JGJ120-99) relevant regulations, the CYCLIC LOADING unloading method adopting fundamental test to apply is carried out, and tests successively to the test anchor pole of GJ-1, GJ-2 stake position.
(1) test anchor pole overview: material specification: OVM15-5 type prestress wire, material is ￠ 15.2 special-purpose steel twisted wire, often organizes anchoring pile and is made up of 5 steel strand, carry out perfusion pile after steel strand overcoat bellows; Anchor hole diameter of phi 130mm; Bellout diameter 230mm, expands end height 500mm.Steel strand buried depth 5m.Anchor hole is filled with stake and is adopted C40 level pea gravel concreten or grouting material.
(2) testing equipment and load step: 1, measure respectively with oil pressure gauge and dial gage and pull out heap(ed) capacity and basic displacement, through qualified before using.2, a set of 100t hydraulic jack of each employing of anchor pole two sections end loads.3, the ultimate load of test measures 1600kN, and the loading grade specified according to " building foundation pit supporting tecnical regulations " and time load, record data.4, for ensureing that data are accurate, every root anchor pole loads separately, unloads.
result of the test is as follows:
| Numbering | GJ-1 | GJ-2 |
| Anchor pole buried depth (m) | 5 | 5 |
| Peak load (KN) | 1490 | 1470 |
| Remarks | Destroy | Destroy |
according to result of the test, can be drawn a conclusion by analysis: GJ-1, GJ-2 steel strand expansion end test anchor rod ultimate bearing capacity is greater than designing requirement and is worth 1400 KN, meet design single anchor rod anti-pulling capacity characteristic value 700KN, Ultimate Up-lift Bearing Capacity is not less than the requirement of 1400KN, can meet wind power foundation application.
above content is the further description done the present invention in conjunction with concrete preferred embodiment; can not assert that specific embodiment of the invention is confined to these explanations; for general technical staff of the technical field of the invention; without departing from the inventive concept of the premise; some simple deduction or replace can also be made, all should be considered as belonging to the protection domain that claims that the present invention submits to are determined.
Claims (10)
1. a wind-driven generator steel strand prestress foundation structure, the present invention includes the concrete bearing platform (8) of the cylindrical shape of built-in arrangement of reinforcement (6), middle part in concrete bearing platform (8) is provided with the fixed part (9) of wind-driven generator, the top of fixed part (9) is connected by the bottom of bolt with wind-driven generator tower (10), it is characterized in that:
Have some straight holes (5) in the below at concrete bearing platform (8) edge, straight hole (5) to be distributed in centered by fixed part circumferentially; The bottom of straight hole (5) is connected with the expansion bottom outlet (2) below it, and by the steel strand be made up of some steel wires (3) in straight hole (5), the bottom of steel strand (3) has the anchorage part of steel strand (3), and anchorage part is arranged at and expands in bottom outlet (2); Also being provided with bellows (4) outward at steel strand (3), with the concrete expanded for pouring in bottom outlet (2) between bellows (4) and straight hole (5), in bellows (4), and is concrete between the space of steel strand (3); The upper end of steel strand (3) is fixed on the top of concrete bearing platform (8) by positioning anchor dish (7).
2. wind-driven generator steel strand prestress foundation structure according to claim 1, is characterized in that: described positioning anchor dish (7) is the metal dish of a cylindrical shape, and the center of positioning anchor dish (7) is provided with grout hole (13); Centered by grout hole (13), radius is less than the through hole (11) of circumferentially uniform some reverse frustoconics of positioning anchor dish (7), and its quantity is corresponding with the quantity of steel strand (3); Split type key (12) is provided with in the through hole (11) of reverse frustoconic, each key (12) is combined to form an inverted round stage, what each key (12) was this inverted round stage waits split, and the cylinder cambered surface that key (12) inner side is combined to form is corresponding to the outside of steel strand (3); A steam vent (14) is also provided with between the through hole (11) and grout hole (13) of reverse frustoconic.
3. wind-driven generator steel strand prestress foundation structure according to claim 2, is characterized in that: described key (12) is two.
4. wind-driven generator steel strand prestress foundation structure according to claim 2, it is characterized in that: the metal embossing (1) that the anchorage part of described steel strand (3) adopts embossing machine to be pressed into or adopt the positioning anchor dish (7) of the split type key of band (12) to be tightened the bottom of steel strand (3), and be placed in and expand in bottom outlet (2).
5. wind-driven generator steel strand prestress foundation structure according to claim 4, is characterized in that: described metal embossing (1) in expansion bottom outlet (2) for disperseing, freely arranging, or from top to bottom, the arrangement mode of alternating expression.
6. wind-driven generator steel strand prestress foundation structure according to claim 5, it is characterized in that: in the bottom centre of described expansion bottom outlet (2), elongated pore (16) is set, the position of this elongated pore (16) is corresponding with straight hole (5), the diameter of elongated pore (16) should be less than the diameter of straight hole (5), and the bottom of bamboo shoot shape stake (15) is placed in elongated pore (16).
7. wind-driven generator steel strand prestress foundation structure according to claim 2, is characterized in that: the top of straight hole (5) is provided with annular steel form (17), there is the hole corresponding with bellows (4) external diameter at the center of this annular steel form (17); In addition, the annular steel form (17) above straight hole (5) is also provided with soil layer steam vent (19).
8. wind-driven generator steel strand prestress foundation structure according to claim 1, is characterized in that: described fixed part (9) is the metal ring of a cylindrical shape; Or inverse flange, inverse flange is made up of upper flange and lower flange, is connected between upper flange and lower flange by bolt, and the top of bolt is fixed on the flange in the bottom in wind-driven generator tower (10) by nut.
9. a construction method for wind-driven generator steel strand prestress foundation structure, is characterized in that: under rock geology condition,
(1) foundation ditch is dug on earth's surface;
(2) in the bottom of foundation ditch circumferentially, equidistantly some straight holes (5) are bored;
(3) bottom expanding drill equipment is re-used, in the bottom reaming of straight hole (5);
(4) bore elongated pore (16) in the bottom expanding bottom outlet (2), in elongated pore (16), put into bamboo shoot shape stake (15);
(5) in each straight hole (5), put into the steel strand (3) of bottom with metal crimp flower (1);
(6) steel strand (3) in each straight hole (5), put bellows (4) outward, on to earth's surface, down to expansion bottom outlet (2) place;
(7) in straight hole (5), bellows (4) outward, concrete perfusion;
(8) metal ring is set in the central authorities of foundation ditch;
(9) arrangement of reinforcement (6) is installed in foundation ditch;
(10) to concrete perfusion in foundation ditch, concrete bearing platform (8) is formed;
(11) after concrete strength reaches design strength, to steel strand (3) Shi Hanzhang in bellows (4), then use key (12) to be locked on positioning anchor dish (7) by steel strand (3), positioning anchor dish (7) is positioned at concrete bearing platform (8) end face;
(12) again the tube connector of grouting machine is tightened on the grout hole (13) of positioning anchor dish (7),, steel strand (3) gap perfusion grouting material interior to bellows (4), treat that the air in bellows (4) passes through steam vent (14) emptying, with bolt, steam vent (14) is sealed, and in bellows (4), apply grouting pressure again.
10. a construction method for wind-driven generator steel strand prestress foundation structure, is characterized in that: under soil layer geological conditions,
(1) foundation ditch is dug on earth's surface;
(2) some straight holes (5) are circumferentially equidistantly bored in the bottom of foundation ditch;
(3) bottom expanding drill equipment is re-used, in the bottom reaming of straight hole (5);
(4) put in each straight hole (5) bottom with metal crimp flower (1) without bonding steel strand (3), until expand bottom outlet (2) bottom;
(5) in each straight hole (5) without bonding steel strand (3) outward, put bellows (4), on to earth's surface, down to expansion bottom outlet (2) place;
(6) bottom foundation ditch, the top of straight hole (5) places annular steel form (17);
(7) to bellows (4) interior concrete perfusion, the mud in straight hole (5) is discharged from the soil layer steam vent (19) annular steel form (17);
(8), when having concrete to discharge when from soil layer steam vent (19), with bolt, soil layer steam vent (19) is closed, and continue pressure grouting, stop after reaching design pressure; And remove annular steel form (17);
(9) arrangement of reinforcement (6) and metal ring are installed in foundation ditch;
(10) to concrete perfusion in foundation ditch, concrete bearing platform (8) is formed;
(11) after concrete strength reaches design strength, to in bellows (4) without bonding steel strand (3) Shi Hanzhang, then use key (12) to be locked on positioning anchor dish (7) by steel strand (3), positioning anchor dish (7) is positioned at concrete bearing platform (8) end face.
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| CN201310187797.6A CN103266621B (en) | 2013-05-21 | 2013-05-21 | Steel strand prestress base structure of wind driven generator and construction method thereof |
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103790175A (en) * | 2014-01-24 | 2014-05-14 | 孟庆波 | Intense weathered rock formation prestress expanded-base anchor bolt foundation of wind generating set |
| CN103806462B (en) * | 2014-03-13 | 2016-06-08 | 北京华电新能咨询有限公司 | Power transmission circuit soil layer steel strand prestress expands anchor pole basis, the end |
| CN104963355A (en) * | 2015-06-24 | 2015-10-07 | 同济大学 | Classification anchoring type draught fan rock anchor rod assembly |
| CN105019452B (en) * | 2015-07-22 | 2018-09-25 | 中交一航局第四工程有限公司 | Combined type opens up a Rock And Soil multiple anchor cable |
| CN107268652A (en) * | 2016-04-09 | 2017-10-20 | 国网甘肃省电力公司经济技术研究院 | Resistance to plucking slides basis and its construction method |
| CN107268621A (en) * | 2016-04-09 | 2017-10-20 | 国网甘肃省电力公司经济技术研究院 | Soil Quito rope anti_floating foundation and its construction method |
| CN110117962B (en) * | 2018-02-06 | 2021-06-29 | 北京华电新能咨询有限公司 | A construction method for the base of the transmission line tower with expanded bottom anchor cable |
| CN116084403A (en) * | 2023-01-12 | 2023-05-09 | 北京华电新能咨询有限公司 | Expandable prestressed self-locking anchor device |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101748726B (en) * | 2009-12-20 | 2011-04-27 | 高玉书 | Wind driven generator base anchor pile construction technology taking rock as bearing stratum |
| DE102010040332A1 (en) * | 2010-09-07 | 2012-03-08 | Gud Geotechnik Und Dynamik Deutschland Gmbh | Foundation element, particularly for wind power plant, comprises primary pillars and secondary pillars that extend in longitudinal extension direction parallel to primary pillars having traction element |
| CN202194155U (en) * | 2011-08-24 | 2012-04-18 | 同济大学建筑设计研究院(集团)有限公司 | Prestressed steel strand anchor bolt combined prefabricated cylindrical fan foundation |
| CN202265838U (en) * | 2011-08-10 | 2012-06-06 | 同济大学建筑设计研究院(集团)有限公司 | Multidirectional prestress foundation of wind driven generator |
| CN102535456A (en) * | 2011-12-27 | 2012-07-04 | 南京林业大学 | Back-anchored uplift pile with flexible pile top |
| WO2013068403A1 (en) * | 2011-11-08 | 2013-05-16 | Wobben Properties Gmbh | Foundation for a wind turbine |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203238659U (en) * | 2013-05-21 | 2013-10-16 | 孟庆波 | Wind driven generator steel strand prestress foundation structure |
-
2013
- 2013-05-21 CN CN201310187797.6A patent/CN103266621B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101748726B (en) * | 2009-12-20 | 2011-04-27 | 高玉书 | Wind driven generator base anchor pile construction technology taking rock as bearing stratum |
| DE102010040332A1 (en) * | 2010-09-07 | 2012-03-08 | Gud Geotechnik Und Dynamik Deutschland Gmbh | Foundation element, particularly for wind power plant, comprises primary pillars and secondary pillars that extend in longitudinal extension direction parallel to primary pillars having traction element |
| CN202265838U (en) * | 2011-08-10 | 2012-06-06 | 同济大学建筑设计研究院(集团)有限公司 | Multidirectional prestress foundation of wind driven generator |
| CN202194155U (en) * | 2011-08-24 | 2012-04-18 | 同济大学建筑设计研究院(集团)有限公司 | Prestressed steel strand anchor bolt combined prefabricated cylindrical fan foundation |
| WO2013068403A1 (en) * | 2011-11-08 | 2013-05-16 | Wobben Properties Gmbh | Foundation for a wind turbine |
| CN102535456A (en) * | 2011-12-27 | 2012-07-04 | 南京林业大学 | Back-anchored uplift pile with flexible pile top |
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Effective date of registration: 20171228 Address after: No. 38, No. 1503, No. 1503, Fuxing Road A, Beijing City, No. 1503 Patentee after: BEIJING HUADIAN XINNENG CONSULTATION CO., LTD. Address before: No. 10, Huai street, Shenhe District, Shenyang, Liaoning, Liaoning Patentee before: Meng Qingbo |
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