CN203866853U - Grouting connection structure used for pile and sleeve for offshore wind power - Google Patents
Grouting connection structure used for pile and sleeve for offshore wind power Download PDFInfo
- Publication number
- CN203866853U CN203866853U CN201420230235.5U CN201420230235U CN203866853U CN 203866853 U CN203866853 U CN 203866853U CN 201420230235 U CN201420230235 U CN 201420230235U CN 203866853 U CN203866853 U CN 203866853U
- Authority
- CN
- China
- Prior art keywords
- sleeve
- steel pipe
- pipe pile
- grouting
- offshore wind
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Abstract
The utility model relates to a grouting connection structure used for a pile and a sleeve for offshore wind power. The purpose of the utility model is to provide the grouting connection structure used for the pile and the sleeve for the offshore wind power, which is simple in structure, convenient to construct and relatively low in cost, so as to provide reliable connection between the pile and the sleeve. The technical scheme of the utility model is that the grouting connection structure used for the pile and the sleeve for the offshore wind power comprises a steel pipe pile inserted into a seabed and a sleeve sleeving the steel pipe pile, and is characterized in that a circle of an annular bracket is formed at the periphery of the steel pipe pile, the sleeve sleeves the steel pipe pile and is placed on the annular bracket, a gap remains between the sleeve and the steel pipe pile, a round-ring shaped geotechnical cloth bag is arranged at the bottom of the gap, two grouting interfaces used for grouting inside the geotechnical cloth bag and the gap are respectively formed in the lower end of the sleeve, a high-strength grouting material is filled with both the gap between the sleeve and the steel pipe pile and the geotechnical cloth bag. The grouting connection structure used for the pile and the sleeve for the offshore wind power is suitable for the field of offshore wind power generation.
Description
Technical field
The utility model relates to a kind of stake for offshore wind farm and sleeve grouting syndeton.Be applicable to Oversea wind power generation field.
Background technology
Along with developing rapidly of China's wind-power electricity generation industry, Oversea wind power generation starts fast starting, has emerged in large numbers in recent years large quantities of marine wind electric fields building, planning to build.Generally there are High-Rise Pile Cap Foundation, jacket basis, single-pile foundation etc. in the wind-powered electricity generation unit basis of marine wind electric field, offshore boosting station basis, and the utility model is mainly used in jacket basis.
Jacket basis is divided into steel pipe pile, jacket two parts.The quantity of steel pipe pile can be that more than 3 or 3 first steel pipe pile constructs, and by marine guidance piling equipment, steel pipe pile is squeezed in sea bed.Jacket entirety is manufactured in steel work processing factory, and whole Transporting, to on-the-spot, is arranged on after being lifted in the stake of having accomplished fluently by crane ship.Jacket is sleeve with the parts that stake is connected, and sleeve diameter stake is slightly large, and jacket casing, in stake end outside, leaves the gap of construction and installation between sleeve and stake.Because stake finally need be jointly stressed with jacket, pulling force, pressure, horizontal force that sleeve transmits superstructure pass to stake, therefore between stake and sleeve, need reliable connection.The utility model solves the problem being connected between stake and sleeve.
Summary of the invention
The technical problems to be solved in the utility model is: for the problem of above-mentioned existence, provide a kind of simple in structure, easy construction, the lower-cost stake for offshore wind farm and sleeve grouting syndeton, think that stake and sleeve provide reliable connection.
The technical scheme that the utility model adopts is: a kind of stake for offshore wind farm and sleeve grouting syndeton, there is steel pipe pile and the cover sleeve thereon of squeezing into sea bed, it is characterized in that: described steel pipe pile periphery is shaped with a ring shape bracket, described sleeve is placed on outside steel pipe pile and is held on annular bracket, between sleeve and steel pipe pile, leave gap, bottom, gap is equipped with annular geotechnique cloth bag, described sleeve lower end is provided with two and is respectively used to the grouting interface being in the milk in geotechnological cloth bag and gap, between sleeve and steel pipe pile, in gap and in geotechnological cloth bag, fill high-strength grouting material.
In steel pipe pile and sleeve pipe superposition section, the outside of steel pipe pile and the inner side of sleeve all arrange some circle shear connectors; Shear connector on described steel pipe pile and sleeve is staggeredly arranged in facade position.
Described shear connector adopts indented bars, and level is fixedly welded on steel pipe pile and sleeve pipe.
Described annular bracket is made up of with the conical plate that is connected annular bracket and steel pipe pile the annular slab that is fixed on steel pipe pile periphery.
In the corresponding grouting interface of geotechnique's cloth bag, be provided with the geotechnological stringing being communicated with geotechnological cloth bag.
Described sleeve upper end is provided with peep hole, and this peep hole is slightly less than the distance of annular bracket apart from steel pipe pile upper surface apart from the distance of sleeve lower surface; Totally three of described peep holes, are mutually 120 degree and are evenly distributed on sleeve.
Described sleeve pipe inner side arranges three guide and limit plates that guiding is installed for sleeve pipe, and guide and limit plate is mutually 120 degree and is evenly arranged.
The beneficial effects of the utility model are:
1, in steel pipe pile arranged outside annular bracket, solved the problem of having shelved when sleeve is installed, and the vertical load transmitting for bearing superstructure, because the setting of annular bracket makes stress path more smooth, slow down stress concentration phenomenon, slow down fatigue of materials.
2, be provided with guide and limit plate in sleeve inner side, when guide and limit plate is installed for sleeve, limit the position use of sleeve, can avoid sleeve in installation process with steel pipe pile collision, and avoid excesssive gap between sleeve and steel pipe pile or too small.
3, inside steel pipe pile outside, sleeve, horizontal shear key is set, the gap perfusion high-strength grouting material between steel pipe pile and sleeve, arranges shear connector grouting body afterwards and can be good at bearing the various loads that superstructure transmits, and comprises dynamic loading.
4, in sleeve bottom, geotechnological cloth bag is set, geotechnique's cloth bag is the folding sleeve bottom that is fixed on before installation, folding fixed form is for adopting cotton thread weak fixing, the position in sleeve inner side of geotechnique's cloth bag while only ensureing to install, after geotechnological cloth bag inner high voltage grouting, the effect of being stressed of geotechnique's cloth bag is expanded and is broken cotton thread, forms shutoff, mortar leakage prevention in the bottom of sleeve; Geotechnique's cloth bag has formed the parcel to grouting agent in grout compartment bottom, slows down the stress concentration phenomenon of grouting agent, slows down fatigue of materials.
5, in sleeve lower end, grouting interface is set, slurries upwards pour into from bottom, progressively upwards draining, and the quality of guarantee grouting, has also ensured that this method of attachment can be used for subaqueous construction.
6, the appurtenances of connecting portion are all made in factory, install with sleeve, and scene only needs to pour into high-strength grouting material, and field operation operation is few, the time is short, and the reliability of the connection both having ensured also has good economy.
Brief description of the drawings
Fig. 1 is the drawing in side sectional elevation that in embodiment, steel pipe pile is connected with sleeve.
Fig. 2 is the drawing in side sectional elevation after annular bracket amplification in embodiment.
Fig. 3 is the flat sectional drawing that in embodiment, shear connector is arranged.
Fig. 4 is the detail drawing of interface of being in the milk in embodiment.
Fig. 5 is the detail drawing of geotechnological cloth bag in embodiment.
Fig. 6 is the installation drawing of geotechnological stringing in grouting interface in embodiment.
Fig. 7 is the installation drawing (cross section) of geotechnological cloth bag before not being in the milk in embodiment.
Fig. 8 is the installation drawing (flat cutting face) of geotechnological cloth bag before not being in the milk in embodiment.
Detailed description of the invention
As shown in Figure 1, the present embodiment is the syndeton between steel pipe pile 1 and the sleeve 2 of a marine wind electric field.Steel pipe pile 1 external diameter 1219mm wall thickness 28mm, first steel pipe pile 1 constructs, and is beaten to design elevation by marine guidance piling equipment.Upper outside the enclosing of steel pipe pile 1 is equipped with annular bracket 4, and annular bracket 4 is just arranged on steel pipe pile 1 in the time that steel pipe pile 1 is manufactured.Jacket is installed after steel pipe pile 1 injection completes again, and sleeve 2 is connected on jacket, when jacket installation, sleeve 2 is enclosed within to the outside of steel pipe pile 1, sleeve 2 external diameter 1524mm wall thickness 36mm.The gap of leaving 116.5mm between steel pipe pile 1 and sleeve 2, this gap is used for adapting to alignment error, and also for filling high-strength grouting material 3, bottom, gap is equipped with annular geotechnique cloth bag 7.Connecting length 2500mm altogether in the present embodiment, the length 2500mm altogether in sleeve 2 is stretched in the upper end of steel pipe pile 1.Be provided with peep hole 9 (peep hole 9 is apart from the sleeve 2 about 2500mm in lower surface) in the upper end of sleeve 2, peep hole 9 is the circular hole of diameter 50mm, totally 3, is mutually 120 degree and is evenly distributed on sleeve 2.
Sleeve 2 is shelved on while installation on the annular bracket 4 in steel pipe pile 1 outside.As shown in Figure 2, annular bracket 4 is made up of annular slab 41 and conical plate 42, is fixed on steel pipe pile 1 periphery, conical plate 42 joint steel pipe stakes 1 and annular slab 41 outward flanges, support annular slab 41, the vertical force that wherein size of annular slab 41 and conical plate 42 sleeve 2 when installing passes to bracket 4 determines.The present embodiment annular slab 41 external diameter 1639mm, internal diameter 1219mm, thick 30mm, external diameter 3848mm, internal diameter 2970mm, thick 28mm after conical plate 42 launches.
As shown in Figure 3, in steel pipe pile 1 and sleeve 2 superposition section, the outside of steel pipe pile 1, the inner side of sleeve 2 are provided with some circle shear connectors 5.Shear connector 5 adopts the indented bars of diameter 20mm, is connected on steel pipe pile 1, sleeve 2 with the horizontal welding of bilateral weld seam.Every section of shear connector 5 length 200mm, sleeve 2 clear width 174mm arrange, one week totally 12; Steel pipe pile 1 interval, outside 123mm arrange, one week totally 12.As shown in Figure 2, the setting of staggering in facade position of the shear connector 5 on steel pipe pile 1 and sleeve 2, the shear connector 5 spacing 250mm on steel pipe pile 1, the position bottom of the shear connector 5 on sleeve 2 is respectively 50mm, 200mm, 325mm, on be also 250mm.
In the present embodiment, be provided with guide and limit plate 8 in sleeve 2 inner sides, totally 3 of guide and limit plates 8, are mutually 120 degree and are evenly arranged in the inner side of sleeve 2.Guide and limit plate 8 is formed by the steel plate bending of wide 80mm, thick 16mm, and after bending, apart from sleeve 2 inwall ultimate range 80mm, gap 40mm is stayed in upper end.When guide and limit plate 8 is installed for sleeve 2, limit the position use of sleeve 2, avoid sleeve 2 to collide with steel pipe pile 1 in installation process, and avoid excesssive gap between sleeve 2 and steel pipe pile 1 or too small.
In this example, be provided with two grouting interfaces 6 (seeing Fig. 1) in the lower end of sleeve 2, respectively apart from sleeve 2 lower end 150mm, 700mm.The grouting interface 6 of below is for being in the milk to geotechnological cloth bag 7, and the grouting interface 6 of top is for the gap grouting between sleeve 2 and steel pipe pile 1.As shown in Figure 4, grouting interface 6 is made up of steel pipe 61 and the flange 62 that is connected to steel pipe outer end, the long 200mm of steel pipe 61, external diameter 120mm, internal diameter 100mm, thick 10mm; Flange 62 external diameter 300mm, internal diameter 100mm, thick 20mm, the bolt hole of 8 20mm of preboring on flange.
As shown in Figure 5, in the present embodiment, geotechnological cloth bag 7 is annular, and external diameter 1452mm is provided with geotechnological stringing 71 in grouting interface 6.Wherein the wide 500mm of geotechnological cloth bag 7, makes and forms by thick matter geotextiles; Geotechnique's stringing 71 diameter 100mm, long 360mm, is made and is formed by thick matter geotextiles equally, and between geotechnological stringing 71 and geotechnological cloth bag 7, the same mode of making that adopts connects.As shown in Figure 6, geotechnological stringing 71 is arranged on the inner side of grouting interface 6, and its part of being longer than grouting interface is cut off into 8 parts, uses AB glue after bending on flange face 62, has the also corresponding perforate of position of bolt hole at flange face 62.
The concrete construction method of the present embodiment is as follows:
1, in operating at the scene, first injection steel pipe pile 1, then installing sleeve 2, sleeve 2, under the effect of guide and limit plate 8, is limited to sleeve 2 position of design, and sleeve 2 is held on annular bracket 4;
2, grout pipe is connected with the flange of the grouting interface 6 of bottom, pour into high-strength grouting material to geotechnological cloth bag 7, geotechnological cloth bag 7 expands under pressure, forms shutoff in the bottom of sleeve 2, mortar leakage prevention, then closes the valve of the grout pipe of bottom grouting interface 6;
3, grout pipe is connected with the flange of the grouting interface 6 on top, to the gap perfusion high-strength grouting material between sleeve 2 and steel pipe pile 1, cement paste under pressure, poured into top by bottom, progressively upwards draining, last slurries overflow at peep hole 9 places, in the time that 3 peep holes 9 have stable slurries to overflow, stop grouting, close the valve of grout pipe;
4, by peep hole 9 epoxy mortar shutoff, whole steel pipe pile 1 has been connected with sleeve 2, reaches after design strength until high-strength grouting material, and steel pipe pile 1 just can bear with being connected of sleeve 2 pressure, pulling force and the horizontal force that superstructure transmits.
As shown in Figure 7, Figure 8, in the present embodiment, geotechnological cloth bag 7 is installed the front just folding inner side that is fixed on sleeve 2 prior to sleeve 2 and steel pipe pile 1.The two circle shear connectors 5 bottom of sleeve 2 have done special design for fixing geotechnological cloth bag 7, shear connector 5 adopts the indented bars of diameter 20mm herein, indented bars is according to the internal diameter bending of sleeve 2, and with the gap of the reserved 1～2mm of sleeve lining, between shear connector 5 and sleeve 2, adopt intermittent weld, every 90mm weld seam 52 reserved 10mm gaps 53.The inner side that through gap 53, geotechnological cloth bag 7 is fixed on to sleeve 2 with cotton thread 72,53 positions, each gap are around 3 circle cotton threads 72.The folding fixed form of geotechnique's cloth bag 7 before installation is weak fixing, the position in sleeve 2 inner sides of geotechnique's cloth bag 7 while only ensureing to install, and after geotechnological cloth bag 7 inner high voltage grouting, the effect of being stressed of geotechnological cloth bag 7 is expanded, and breaks cotton thread 72.
In the present embodiment, high-strength grouting material 3 is the pea gravel concreten material of high strength, upper flow regime, is made up of high-strength cement, fines, coarse aggregate, water reducing agent, air entraining agent, early strength admixture and water.Wherein cement is high-strength cement, label 52.5; Fines is sand; Coarse aggregate is rubble, maximum size of coarse aggregate≤15mm; Slightly, the raw material of fines should be hard rock; Ppolynuclear aromatic Sulfonates high efficiency water reducing agent for water reducing agent; Early strength admixture triethanolamine.
Claims (7)
1. the stake for offshore wind farm and sleeve grouting syndeton, there is steel pipe pile (1) and the cover sleeve (2) thereon of squeezing into sea bed, it is characterized in that: described steel pipe pile (1) periphery is shaped with a ring shape bracket (4), described sleeve (2) is placed on outside steel pipe pile (1) and is held on annular bracket (4), between sleeve (2) and steel pipe pile (1), leave gap, bottom, gap is equipped with annular geotechnique's cloth bag (7), described sleeve (2) lower end is provided with two and is respectively used to the grouting interface (6) being in the milk in geotechnological cloth bag (7) and gap, between sleeve (2) and steel pipe pile (1), in gap and in geotechnological cloth bag (7), fill high-strength grouting material (3).
2. the stake for offshore wind farm according to claim 1 and sleeve grouting syndeton, it is characterized in that: in steel pipe pile (1) and sleeve pipe (2) superposition section, the inner side of the outside of steel pipe pile (1) and sleeve (2) all arranges some circle shear connectors (5); Described steel pipe pile (1) is staggeredly arranged in facade position with the shear connector (5) on sleeve (2).
3. the stake for offshore wind farm according to claim 2 and sleeve grouting syndeton, is characterized in that: described shear connector (5) adopts indented bars, and level is fixedly welded on steel pipe pile (1) and sleeve pipe (2).
4. the stake for offshore wind farm according to claim 3 and sleeve grouting syndeton, is characterized in that: described annular bracket (4) forms with the conical plate (42) that is connected annular bracket (4) and steel pipe pile (1) by being fixed on the peripheral annular slab (41) of steel pipe pile (1).
5. the stake for offshore wind farm according to claim 4 and sleeve grouting syndeton, is characterized in that: in the corresponding grouting interface of geotechnological cloth bag (7) (6), be provided with the geotechnological stringing (71) being communicated with geotechnological cloth bag (7).
6. the stake for offshore wind farm according to claim 5 and sleeve grouting syndeton, it is characterized in that: described sleeve (2) upper end is provided with peep hole (9), this peep hole is slightly less than the distance of annular bracket (4) apart from steel pipe pile (1) upper surface apart from the distance of sleeve (2) lower surface; Totally three of described peep holes (9), are mutually 120 degree and are evenly distributed on sleeve (2).
7. the stake for offshore wind farm according to claim 6 and sleeve grouting syndeton, it is characterized in that: described sleeve pipe (2) inner side arranges three guide and limit plates (8) that guiding is installed for sleeve pipe (2), and guide and limit plate (8) is mutually 120 degree and is evenly arranged.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420230235.5U CN203866853U (en) | 2014-05-07 | 2014-05-07 | Grouting connection structure used for pile and sleeve for offshore wind power |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420230235.5U CN203866853U (en) | 2014-05-07 | 2014-05-07 | Grouting connection structure used for pile and sleeve for offshore wind power |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203866853U true CN203866853U (en) | 2014-10-08 |
Family
ID=51647823
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420230235.5U Expired - Fee Related CN203866853U (en) | 2014-05-07 | 2014-05-07 | Grouting connection structure used for pile and sleeve for offshore wind power |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203866853U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103967036A (en) * | 2014-05-07 | 2014-08-06 | 中国水电顾问集团华东勘测设计研究院有限公司 | Pile and sleeve grouting connecting structure for offshore wind power generation and construction method thereof |
| DE102020107291A1 (en) | 2020-03-17 | 2021-09-23 | Rheinisch-Westfälische Technische Hochschule (RWTH) Aachen, Körperschaft des öffentlichen Rechts | Mast element and method of making masts |
| CN114808956A (en) * | 2022-05-14 | 2022-07-29 | 浙江大学 | Offshore wind power steel pipe pile reinforcing and repairing construction method |
-
2014
- 2014-05-07 CN CN201420230235.5U patent/CN203866853U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103967036A (en) * | 2014-05-07 | 2014-08-06 | 中国水电顾问集团华东勘测设计研究院有限公司 | Pile and sleeve grouting connecting structure for offshore wind power generation and construction method thereof |
| DE102020107291A1 (en) | 2020-03-17 | 2021-09-23 | Rheinisch-Westfälische Technische Hochschule (RWTH) Aachen, Körperschaft des öffentlichen Rechts | Mast element and method of making masts |
| CN114808956A (en) * | 2022-05-14 | 2022-07-29 | 浙江大学 | Offshore wind power steel pipe pile reinforcing and repairing construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103967036A (en) | Pile and sleeve grouting connecting structure for offshore wind power generation and construction method thereof | |
| CN101812842B (en) | Tensionless filling pile structure | |
| CN206034408U (en) | A back pitching pile formula jacket structure for marine booster station | |
| CN203866853U (en) | Grouting connection structure used for pile and sleeve for offshore wind power | |
| CN106759325A (en) | A kind of many enlarged footing jet grouting anchor rod rod devices of cloth-bag type and its construction method | |
| CN201520969U (en) | Prefabricated hollow diaphragm wall body | |
| CN201241344Y (en) | Controllable capsule type expansion device | |
| CN102808413B (en) | Reinforcement-replacing sectional-grouting pipe with inner piston and construction method thereof | |
| CN108442386A (en) | A kind of removable core expands body anchor structure device and its assembly construction method | |
| CN101324064A (en) | Controllable expansion extrusion soil body apparatus for geotechnical engineering and use thereof | |
| CN204491645U (en) | A kind of deep foundation pit precipitation well-sealing device | |
| CN201347558Y (en) | Ring-shaped bracing structure system of deep and large foundation pit | |
| CN110863953A (en) | Annular steel pipe concrete combined wind turbine generator tower structure | |
| CN104278690A (en) | Novel high-voltage power transmission line tower pile foundation | |
| CN202187363U (en) | Shear cylinder structure for grouting connection of offshore wind power foundation structure | |
| CN206956754U (en) | A kind of easy device for foundation ditch local dewatering | |
| CN204139694U (en) | Inner wall belt strengthens the steel pipe king-post of structure | |
| CN102518129A (en) | Post pressure-grouting pre-stressed hollow square pile and manufacturing method thereof | |
| CN103556632B (en) | A kind of Prefabricated Reinforced Concrete Square Pile fast mechanical connector attachment means | |
| CN206942800U (en) | The convergent lock pin stake supporting construction of one kind control Tunnel sedimentation | |
| CN203270550U (en) | Pipe pile-jet grouting pile united supporting underground wall structure | |
| CN105155573A (en) | Offshore wind turbine barrel-in-barrel foundation | |
| CN202688990U (en) | Steel-concrete structure for reinforcing bored cast-in-place pile with insufficient concrete mark | |
| CN205776152U (en) | Prestressed anchor waveform sheet pile retaining structure | |
| CN204780962U (en) | Built -in anti sea anchor pole block structure of deep well precipitation well in soleplate |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20141008 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |