CN205530323U - Marine wind turbine foundation steel -pipe pile and changeover portion be high -pressure grouting connection structure under water - Google Patents
Marine wind turbine foundation steel -pipe pile and changeover portion be high -pressure grouting connection structure under water Download PDFInfo
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- CN205530323U CN205530323U CN201620158021.0U CN201620158021U CN205530323U CN 205530323 U CN205530323 U CN 205530323U CN 201620158021 U CN201620158021 U CN 201620158021U CN 205530323 U CN205530323 U CN 205530323U
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Abstract
The utility model relates to a marine wind turbine foundation steel -pipe pile and changeover portion be high -pressure grouting connection structure under water, its characterized in that: establish at the peripheral transition pipeline section that just exposes the sea bed surface of steel -pipe pile with the cover including going deep into the internal steel -pipe pile of sea bed, the cover is equipped with upper seal circle and lower seal circle between transition upper and lower tip internal surface of pipeline section and the steel -pipe pile surface, transition pipeline section lower part is located the lower seal side of circling and connects to advance the thick liquid pipe, transition pipeline section upper portion is located upper seal circle below and connects a thick liquid pipe, the utility model discloses an unable problem that detects of grouting quality is under water effectively solved to the observation grout material quality that slurry return pipe can understand.
Description
Technical field:
This utility model relates to a kind of offshore wind turbine foundation steel-pipe pile and changeover portion high undersea hydrostatic pressures grouting attachment structure.
Background technology:
Wind energy, as the energy of a kind of high-efficiency cleaning, is one of generation mode of technology exploit condition the most ripe, on the largest scale and commercialized development prospect in new energy field.Compared with land wind energy turbine set, the advantage such as marine wind electric field is superior with its wind-resources, environmental protection, Economization on land, scale are big, paid much attention to by more and more national.But, marine engineering is because at sea constructing, and operating mode is relatively severe, have can the engineering time is short, difficulty of construction big, by features such as the effect of natural conditions such as weather sea situation are huge, the requirement for offshore wind turbine foundation construction is higher.
Offshore wind turbine foundation typically more uses steel pipe pile foundation, steel-pipe pile can be attached by steel-pipe space frame with blower fan tower barrel.It is connected by changeover portion between steel-pipe space frame with steel-pipe pile.Typically it is attached by grouting between steel-pipe pile and changeover portion.Traditional offshore platform pile foundation is when carrying out grouting construction, it mostly is after top steel-pipe space frame leveling completes, annular space between changeover portion and steel-pipe pile uses rubber ring waterstop sealing, mud, marine growth and water is stoped to enter annular space, to ensure that inner annular grouting space is isolated with briny environment.This kind of method carries out grout filling by grout pipe to the annular space between changeover portion and steel-pipe pile, is in the milk and is pumped slip casting by conventional grout equipment, it is adaptable to is primarily subjected to the offshore platform of compressive load.Sea water blower fan pile foundation structure is affected by marine hydrology condition, the grouting carried out between steel-pipe pile with changeover portion under water is needed to be connected most of the time, grouting quality of connection is difficult to detect, simultaneously, it is that main operating mode is different from offshore platform with Compressive Bearing Capacity, offshore wind turbine foundation is main operating mode with anti-pulling capacity, in order to ensure the properly functioning of offshore wind turbine and structural safety, has higher requirement the grouting quality of connection between steel-pipe pile and changeover portion.
Summary of the invention:
The purpose of this utility model is to provide a kind of offshore wind turbine foundation steel-pipe pile and changeover portion high undersea hydrostatic pressures grouting attachment structure, this offshore wind turbine foundation steel-pipe pile is simple, reasonable in design with changeover portion high undersea hydrostatic pressures grouting attachment structure, advantageously accounts for the problem that underwater grouting quality cannot detect.
This utility model offshore wind turbine foundation steel-pipe pile and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterized in that: include the steel-pipe pile going deep in sea bed body and be set in steel-pipe pile periphery and expose the transitional pipe segment on sea bed surface, it is arranged with sealing ring and lower seal between the upper and lower terminal interior surface of described transitional pipe segment and steel-pipe pile outer surface, described transitional pipe segment bottom is positioned at lower seal and is connected above pulp-inlet pipe, and described transitional pipe segment top is positioned at connection grout outlet below sealing ring.
Further, above-mentioned transitional pipe segment inner surface is positioned at below sealing ring and is provided with outwardly upper cannelure, described transitional pipe segment inner surface is positioned at lower seal and is arranged over outwardly lower cannelure.
Further, the connectivity part of above-mentioned pulp-inlet pipe and transitional pipe segment is positioned at the lower groove face of lower cannelure, and the connectivity part of described grout outlet and transitional pipe segment is positioned at the upper groove surface of cannelure.
Further, above-mentioned upper and lower cannelure has the upper and lower through hole leading to transitional pipe segment inner chamber.
Further, above-mentioned lower seal is passive squeezing type sealed ring, and upper sealing ring is active inflation seal ring.
Further, above-mentioned upper sealing ring is annular ring, its cross section is circular, it is provided with from the interior bolt worn outward outside annular ring, or upper sealing ring is annular ring, its cross section is funnel-form, is cased with ring along portion's inner ring on funnel-form annular ring, and annular ring has by the bolt of interior cross-under outward along portion with upper ring cross-under；Described lower seal is annular ring, and its cross section is funnel-form, is cased with lower toroidal ring along outer ring, portion under funnel-form annular ring, has by the interior bolt worn outward along portion with lower toroidal ring cross-under under annular ring.
Further, above-mentioned changeover portion upper and lower is socketed two gripper shoes, between two gripper shoes and be positioned at changeover portion sidepiece and be provided with shear plate.
Further, above-mentioned shear plate sidepiece is provided through the blower foundation top steel-pipe space frame of two gripper shoes.
This utility model offshore wind turbine foundation steel-pipe pile and the mounting process of changeover portion high undersea hydrostatic pressures grouting attachment structure, described attachment structure includes the steel-pipe pile going deep in sea bed body and is set in steel-pipe pile periphery and exposes the transitional pipe segment on sea bed surface, it is arranged with sealing ring and lower seal between the upper and lower terminal interior surface of described transitional pipe segment and steel-pipe pile outer surface, described transitional pipe segment bottom is positioned at lower seal and is connected above pulp-inlet pipe, and described transitional pipe segment top is positioned at connection grout outlet below sealing ring；During installation, in advance steel-pipe pile is squeezed into sea bed, expose one section above sea bed, upper and lower sealing ring and pulp-inlet pipe and return pipe are first arranged on the upper and lower end of transition spool piece, and then transitional pipe segment is inserted in steel-pipe pile periphery.
Further, upper and lower support chip, and connection shear plate between upper and lower support chip it are set with in advance in transitional pipe segment upper and lower, at top, shear plate sidepiece connecting fan basis steel-pipe space frame on.Actually top steel-pipe space frame, upper and lower support chip, shear plate and transitional pipe segment is that overall processing is good in factory, then by transitional pipe segment integral installation on steel-pipe pile, is in the milk after superstructure is carried out leveling again.
This utility model annular space between transitional pipe segment and steel-pipe pile uses water sealing structure, and annular space upper end uses actively inflatable seal, is provided with return pipe；Annular space lower end uses the most extrusion type sealed, is provided with pulp-inlet pipe；Annular space upper and lower end is respectively provided with cannelure.Blower foundation top steel-pipe space frame is connected after leveling with steel-pipe pile, by the high-pressure grouting equipment being arranged on work boats and ships, the annular space between transitional pipe segment and steel-pipe pile is carried out pressure grouting.High-strength grout enters annular space from pulp-inlet pipe, the upper and lower end cannelure arranged guarantees that annular space is filled the most closely knit by high-strength grout, and the concentration and the quality that are arranged on the grouting body of the return pipe outlet spilling of more than the water surface by observation differentiate underwater grouting construction quality.
The beneficial effects of the utility model are:
1, use underwater grouting to be attached between offshore wind turbine foundation and transitional pipe segment, can effectively upper load be passed to steel-pipe pile, reliable in quality, simple to operate.
2, a dry air-proof condition between transitional pipe segment and steel-pipe pile is provided by being arranged on active inflatable seal sealing collar and the lower end passive squash type sealing collar of steel-pipe pile upper end, efficiently solve the problem of underwater grouting seal construction between offshore wind turbine foundation steel-pipe pile and transitional pipe segment, it is easy to ensure grouting construction quality.
3, can clearly observe grouting material quality by return pipe, effectively solve the problem that underwater grouting quality cannot detect.
Accompanying drawing illustrates:
Fig. 1 is organigram of the present utility model；
Fig. 2 is the A portion zoomed-in view of Fig. 1；
Fig. 3 is the B portion zoomed-in view of Fig. 2；
Fig. 4 is the profile of lower seal；
Fig. 5 is the C portion zoomed-in view of Fig. 2；
Fig. 6 is the profile of upper sealing ring；
Fig. 7 is the top view of upper sealing ring；
Fig. 8 is the zoomed-in view of the C portion another kind embodiment of Fig. 2；
Fig. 9 is the profile of upper sealing ring another kind embodiment.
Wherein 11 is grouting material, and 12 is sea water.
Detailed description of the invention:
This utility model offshore wind turbine foundation steel-pipe pile and changeover portion high undersea hydrostatic pressures grouting attachment structure include the steel-pipe pile 2 goed deep in sea bed 1 body and are set in steel-pipe pile 2 periphery and expose the transitional pipe segment 3 on sea bed surface, it is arranged with sealing ring 4 and lower seal 5 between the described upper and lower terminal interior surface of transitional pipe segment 3 and steel-pipe pile outer surface, described transitional pipe segment bottom is positioned at lower seal and is connected above pulp-inlet pipe 6, and described transitional pipe segment top is positioned at connection grout outlet 7 below sealing ring.Can clearly observe grouting material quality by return pipe, effectively solve the problem that underwater grouting quality cannot detect.
Further, in order to realize reasonable in design, increase bonding strength, it is positioned at below sealing ring on above-mentioned transitional pipe segment 3 inner surface and is provided with outwardly upper cannelure 301, described transitional pipe segment inner surface is positioned at lower seal and is arranged over outwardly lower cannelure 302.
Further, the connectivity part of above-mentioned pulp-inlet pipe and transitional pipe segment is positioned at the lower groove face of lower cannelure, and the connectivity part of described grout outlet and transitional pipe segment is positioned at the upper groove surface of cannelure.
Further, above-mentioned upper and lower cannelure has the upper and lower through hole 13,14 leading to transitional pipe segment inner chamber.
Further, above-mentioned lower seal 5 is passive squeezing type sealed ring, and above-mentioned lower seal 5 is annular ring, and its cross section is funnel-form, under funnel-form annular ring, it is cased with lower toroidal ring 502 along outer ring, portion 501, has by the bolt 503 of outer cross-under inside with lower toroidal ring cross-under along portion under annular ring.Upper sealing ring 4 is annular ring 401, and its cross section is circular, is provided with from the interior bolt 403 worn outward outside annular ring 401, and on this, sealing ring is also water-swellable annular ring.
Further, firm in order to support, above-mentioned changeover portion upper and lower is socketed two gripper shoes 8, between two gripper shoes 8 and be positioned at changeover portion sidepiece and be provided with shear plate 9.
Further, above-mentioned shear plate 9 sidepiece is provided through the oblique steel pipe frame 10 of two gripper shoes.
Transitional pipe segment interior diameter can be 1.1 times of steel-pipe pile external diameter, transitional pipe segment length can be 2 times of steel-pipe pile external diameter, in upper and lower cannelure distance transitional pipe segment, base, the spacing of bottom can be 0.2 times of steel-pipe pile external diameter, upper and lower annular groove width can be 0.2 times of steel-pipe pile external diameter, two gripper shoes 8 base, spacing of bottom in transitional pipe segment can be 0.3 times of steel-pipe pile external diameter, and two gripper shoes 8 can form 15 degree with relative tilt.
In another kind of embodiment, upper sealing ring 4 is annular ring, and its cross section is cavity ring shape, is provided with protrusion rib 44 inside cavity ring shape, is provided with two fins 42 outside cavity ring shape, and described two fins 42 are connected to changeover portion medial wall by bolt 43.On this, sealing ring 4 with water-swellable, or can pass through inflation in hollow cavity.
When this utility model offshore wind turbine foundation steel-pipe pile is installed with changeover portion high undersea hydrostatic pressures grouting attachment structure, in advance steel-pipe pile is squeezed into sea bed, expose one section above sea bed, it is set with upper and lower support chip in transitional pipe segment upper and lower in advance simultaneously, and between upper and lower support chip, connect shear plate, at top, shear plate sidepiece connecting fan basis steel-pipe space frame, and connect pulp-inlet pipe and return pipe in transitional pipe segment upper and lower part respectively, and upper and lower ring set is entered the upper and lower end of transitional pipe segment；Finally transitional pipe segment is inserted in steel-pipe pile periphery.
Grouting starts post-grouting material from pulp-inlet pipe 6 enters in cannelure, after lower cannelure is filled up, the gap of transitional pipe segment and steel-pipe pile is entered, owing to grouting material action of gravity makes the bottom of lower seal 5 the most more good seal transitional pipe segment and steel-pipe pile by lower through-hole 14；Along with transitional pipe segment gets more and more with grouting material in steel-pipe pile gap, gradually overflow sealing ring 4, also sealing ring 4 swelling under the effect of extruding force is made, go up sealing ring 4 meeting water-swellable, further swelling, it is achieved transitional pipe segment and the sealing on steel-pipe pile top simultaneously, then grouting material also will overflow in upper cannelure from upper through hole 13, finally flow out from grout outlet 7, can clearly observe grouting material quality by return pipe, effectively solve the problem that underwater grouting quality cannot detect.
The foregoing is only preferred embodiment of the present utility model, all impartial changes done according to this utility model claim and modification, all should belong to covering scope of the present utility model.
Claims (8)
1. an offshore wind turbine foundation steel-pipe pile and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterized in that: include the steel-pipe pile going deep in sea bed body and be set in steel-pipe pile periphery and expose the transitional pipe segment on sea bed surface, it is arranged with sealing ring and lower seal between the upper and lower terminal interior surface of described transitional pipe segment and steel-pipe pile outer surface, described transitional pipe segment bottom is positioned at lower seal and is connected above pulp-inlet pipe, and described transitional pipe segment top is positioned at connection grout outlet below sealing ring.
Offshore wind turbine foundation steel-pipe pile the most according to claim 1 and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterized in that: be positioned at below sealing ring on described transitional pipe segment inner surface and be provided with outwardly upper cannelure, described transitional pipe segment inner surface is positioned at lower seal and is arranged over outwardly lower cannelure.
Offshore wind turbine foundation steel-pipe pile the most according to claim 2 and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterized in that: the connectivity part of described pulp-inlet pipe and transitional pipe segment is positioned at the lower groove face of lower cannelure, the connectivity part of described grout outlet and transitional pipe segment is positioned at the upper groove surface of cannelure.
Offshore wind turbine foundation steel-pipe pile the most according to claim 2 and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterised in that: described upper and lower cannelure has the upper and lower through hole leading to transitional pipe segment inner chamber.
Offshore wind turbine foundation steel-pipe pile the most according to claim 1 and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterized in that: described upper and lower sealing ring is passive squeezing type sealed ring, or lower seal is passive squeezing type sealed ring, upper sealing ring is active inflation seal ring.
Offshore wind turbine foundation steel-pipe pile the most according to claim 1 and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterized in that: described upper sealing ring is annular ring, its cross section is circular, it is provided with from the interior bolt worn outward outside annular ring, or upper sealing ring is annular ring, its cross section is funnel-form, is cased with ring along portion's inner ring on funnel-form annular ring, and annular ring has by the bolt of interior cross-under outward along portion with upper ring cross-under；Described lower seal is annular ring, and its cross section is funnel-form, is cased with lower toroidal ring along outer ring, portion under funnel-form annular ring, has by the bolt of outer cross-under inside along portion with lower toroidal ring cross-under under annular ring.
Offshore wind turbine foundation steel-pipe pile the most according to claim 1 and changeover portion high undersea hydrostatic pressures are in the milk attachment structure, it is characterised in that: it is socketed two gripper shoes on described changeover portion upper and lower, between two gripper shoes and be positioned at changeover portion sidepiece and be provided with shear plate.
Offshore wind turbine foundation steel-pipe pile the most according to claim 7 and changeover portion high undersea hydrostatic pressures grouting attachment structure, it is characterised in that: described shear plate sidepiece is provided through the blower foundation top steel-pipe space frame of two gripper shoes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620158021.0U CN205530323U (en) | 2016-03-02 | 2016-03-02 | Marine wind turbine foundation steel -pipe pile and changeover portion be high -pressure grouting connection structure under water |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620158021.0U CN205530323U (en) | 2016-03-02 | 2016-03-02 | Marine wind turbine foundation steel -pipe pile and changeover portion be high -pressure grouting connection structure under water |
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| CN205530323U true CN205530323U (en) | 2016-08-31 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105604084A (en) * | 2016-03-02 | 2016-05-25 | 福建省水利水电勘测设计研究院 | Underwater high-pressure grouting connecting structure for offshore wind turbine foundation steel pipe pile and transition section and installation process of underwater high-pressure grouting connecting structure |
| CN115030230A (en) * | 2022-08-10 | 2022-09-09 | 衡橡科技股份有限公司 | Pile-first type slurry filling sealing packer and sealing method |
-
2016
- 2016-03-02 CN CN201620158021.0U patent/CN205530323U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105604084A (en) * | 2016-03-02 | 2016-05-25 | 福建省水利水电勘测设计研究院 | Underwater high-pressure grouting connecting structure for offshore wind turbine foundation steel pipe pile and transition section and installation process of underwater high-pressure grouting connecting structure |
| CN115030230A (en) * | 2022-08-10 | 2022-09-09 | 衡橡科技股份有限公司 | Pile-first type slurry filling sealing packer and sealing method |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address |
Address after: No.158, Dongda Road, Fuzhou, Fujian 350000 Patentee after: Fujian Water Resources and Hydropower Survey, design and Research Institute Co.,Ltd. Address before: No.158, Dongda Road, Gulou District, Fuzhou City, Fujian Province 350000 Patentee before: FUJIAN PROVINCIAL INVESTIGATION DESIGN & Research Institute OF WATER CONSERVANCY AND HYDROPOWER |
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| CP03 | Change of name, title or address |