CN207314367U - Combined steel sheet-pile cofferdam high water level difference cushion cap - Google Patents
Combined steel sheet-pile cofferdam high water level difference cushion cap Download PDFInfo
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- CN207314367U CN207314367U CN201720779248.1U CN201720779248U CN207314367U CN 207314367 U CN207314367 U CN 207314367U CN 201720779248 U CN201720779248 U CN 201720779248U CN 207314367 U CN207314367 U CN 207314367U
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Abstract
Combined steel sheet-pile cofferdam high water level difference cushion cap is the utility model is related to, including：Steel-pipe pile, Larsen steel sheet pile, horizontal hollow truss, oblique steel pipe, hollow truss inner support sliding trapped orbit, the hollow truss inner support sliding trapped orbit of bridge pier side wall, steel pipe skewed horizontal load, fixed built-in fitting, precast rc slab and Grouting Pipe, steel-pipe pile is through separate type connection shaped steel hole, it is middle to clamp connection floor, spliced at floor tieing with junction steel plate, blending bolt is fixed；1 is set on the inside of shaped steel among wing plate or is symmetrical arranged 2 hollow truss inner support sliding trapped orbits.The beneficial effects of the utility model are：Trapped orbit is slid by setting up vertical sliding hollow truss inner support on composite steel plate pile, is supported it is achieved thereby that hollow truss is realized in any design position, greatly improves the efficiency of construction, easy to disassemble, process greatly reduces.
Description
Technical field
It the utility model is related to steel sheet-pile cofferdam cushion cap, more particularly to combined steel sheet-pile cofferdam high water level difference cushion cap.
Background technology
With the arrival of marine economy, various regions bridge spanning the sea rises one after another, and pier cap is the key of bridge, monoblock type
Steel sheet-pile cofferdam is independently of bridge bearing platform and one of safety curtain for enclosing water-bound, being bridge foundation construction outside pier shaft.
Since marine climate is changeable and seabottom geology is complicated, limitation of the conventional steel plates pile cofferdam in bridge foundation construction
It is mainly reflected in three aspects：1) due to being assembled structure, overall stiffness is smaller, its water resistant stream and wave energy force difference, unsuitable
Used under deepwater environment；2) limited to by itself mechanical characteristic, strong and close support need to be set when cushion cap absolute altitude is relatively low, to rear
Continuous cushion cap and pier construction interference are very big；3) during conventional steel plates pile cofferdam inserting piling under external force easily occur tilt, band stake,
It is not easy situation about joining the two sections of a bridge, etc.
In consideration of it, how by some technical measures solve cofferdam in the case of high water difference rigidity is small and stability difference etc. is held
The construction difficult problem of platform, is a urgent problem needed to be solved.
Utility model content
The purpose of this utility model is to provide a kind of combined steel sheet-pile cofferdam high water level difference cushion cap.
To achieve the above object, the utility model employs following technical scheme：
Based on combined steel sheet-pile cofferdam high water level difference cushion cap, including：Steel-pipe pile, Larsen steel sheet pile, sliding hollow purlin
Frame inner support, steel pipe skewed horizontal load, hollow truss inner support sliding trapped orbit, the hollow truss inner support sliding of bridge pier side wall are solid
Orbit determination road, steel pipe skewed horizontal load, fixed built-in fitting, precast rc slab and Grouting Pipe, steel-pipe pile are connected through separate type
Shaped steel hole, it is middle to clamp connection floor, spliced at floor tieing with junction steel plate, blending bolt is fixed；On the inside of shaped steel among wing plate
Set 1 or be symmetrical arranged 2 hollow truss inner support sliding trapped orbits；Steel sheet pile precast rc slab periphery is set
Rhone is put, reserves the perforation hole of Grouting Pipe, four corners set sump, and Grouting Pipe is formed to composite steel plate pile bottom slip casting pressure bottom
Mud Layer grouting and reinforcing body, Grouting Pipe are bundled on steel-pipe pile.
Combined steel sheet pile is spliced by clamping connection floor in Larsen steel sheet pile, steel-pipe pile, separate type connection shaped steel,
Connection floor is clamped in separate type connection shaped steel to be clamped with junction steel plate in stitching portion, and is fixed with connection bolt.
Separate type connection shaped steel ala lateralis plate is bolted with Larsen steel sheet pile with water-swellable, below water-swellable bolt
If hydro-expansive rubber gasket, separate type connection shaped steel inboard wing plate, which is set, oblique expands connection end plate, position of extending a time limit after hollow truss
Wing plate, sliding hollow truss horizontal support hold out against separate type connection shaped steel inboard wing plate, and with opening up position-limited wing after hollow truss
Plate connects, and steel pipe skewed horizontal load is connected shaped steel inboard wing plate with separate type in cofferdam four corners and holds out against, and is connected with oblique expand
End plate connection is fixed.
The sliding hollow truss inner support can slide into optional position from top to bottom, and be opened up after being set in fixed position
Spacing wing plate.
Using in-situ deposited prefabricated reinforced concrete floor, through hole and reserved perforation hole are reserved according to pile layout in plate, pushed up
Face casting concrete, cast-in-place concrete is interior to set built-in fitting, and cushion cap template, precast rc slab periphery are supported with tripod
If rhone, draining groove sidewall sets rhone baffle, and precast rc slab corner sets sump, and drinking-water pipe is arranged in corner
On neighbouring steel-pipe pile.
The utility model has the characteristics that following and beneficial effect：
Steel sheet pile and steel-pipe pile are connected into combining structure with separate type connection shaped steel, while noted in steel pipe column bottom
Slurry is reinforced, and forms Mud Layer grouting and reinforcing body, is greatly strengthened the overall stiffness in cofferdam, is stabilized whole construction platform, is improved
The security of whole construction.
Trapped orbit is slid by setting up vertical sliding hollow truss inner support on composite steel plate pile, it is achieved thereby that
Hollow truss is realized in any design position and supported, and greatly improves the efficiency of construction, easy to disassemble, process greatly reduces.
Carry out back cover by using prefabrication cast-in-place square reinforced concrete combination formula, built-in fitting is arranged in Bars In Poured Concrete Slab, in hanging and tearing open
Tripod Auxiliary support is set using built-in fitting during the horizontal inner support of empty truss, steel pipe, ensure that cushion cap template stability, at the same time
Rhone, sump are set on back cover periphery, the water extraction in cofferdam can be gone in time, be ensure that construction quality, improve
Construction speed, it is cost-effective.
Brief description of the drawings
Fig. 1 is combined steel sheet-pile cofferdam high water level difference suspended deck structure schematic diagram；
Fig. 2 is prefabricated reinforced concrete bottom plate figure；
Fig. 3 is combined steel sheet-pile cofferdam plan；
Fig. 4 is that combined type clamps junction steel plate connection Larsen steel sheet pile and steel-pipe pile detail drawing；
Fig. 5 is cushion cap concrete cast formwork figure
Fig. 6 is composite steel plate pile static pressure pile-sinking structure chart
Fig. 7 is the utility model construction flow chart；
In figure：1. construction platform backing plate；2. beret slice landing beam；3. steel-pipe pile；4. Larsen steel sheet pile；5. separate type connects
Wing plate on the outside of shaped steel；6. expansion bolt；7. hydro-expansive rubber gasket；8. cast-in-situ reinforced concrete slab back cover；9. rhone is kept off
Plate；10. Mud Layer grouting and reinforcing body；11. separate type connects shaped steel inboard wing plate；12. sliding hollow truss inner support；13.
Hollow truss inner support slides trapped orbit；A 14. wing plate of extending a time limit after hollow truss；15. tripod supports；16. cushion cap；17.
Isolation film；18. rhone；19. bridge pier；A 20. wing plate of extending a time limit after the hollow truss of bridge pier side wall；21. the hollow truss of bridge pier side wall
Inner support；22. the hollow truss inner support sliding trapped orbit of bridge pier side wall；23. cushion cap template；24. fix built-in fitting；25.
Base；26. precast rc slab back cover；27. sump；28. perforated pipe；29. drinking-water pipe；30. reserved run through pore；31.
Nailing；32. corner steel plate；33. Grouting Pipe；34. jiao end steel-pipe pile；35. expand connection end plate at steel pipe support；36. steel pipe is oblique
To support；37. composite steel plate pile fore shaft；38. junction steel plate；39. connect bolt；40. clamp connection in separate type connection shaped steel
Floor；41. bridge abutment moulding plate；42. the sliding hollow truss inner support trapped orbit of cushion cap side wall；43. platform truss；44. counter-force
Frame；45. construction platform backing plate；46. electric block；47. reaction beam；48. anchor pole；49. jack；50. basis；51. combined type
Steel sheet pile.
Embodiment
Present embodiment welding for steel structure technique, be bolted construction technology, construction platform mounting process and concrete and pour
Build in this implementation such as construction technology and just do not stated tired, emphasis illustrates the embodiment that the utility model is related to structure.
Fig. 1 is combined steel sheet-pile cofferdam high water level difference suspended deck structure schematic diagram.With reference to shown in Fig. 1, the utility model is multiple
Box-like steel sheet-pile cofferdam high water level difference bearing platform construction system mainly includes：Larsen steel sheet pile 4, steel-pipe pile 3, separate type connection shaped steel
Middle clamping connection floor 40, separate type connects shaped steel inboard wing plate 11, separate type connects shaped steel ala lateralis plate 5, in hollow truss
Support 12, steel pipe skewed horizontal load 36, Grouting Pipe 33, hollow truss inner support sliding trapped orbit 13, precast rc slab
26th, fixed built-in fitting 24, jack 46, counter-force anchor pole 49.
Steel trestle 43, steel platform 45 have been completed before the construction of combined steel sheet-pile cofferdam high water level difference bearing platform construction system
Installation, the detection carried out to pile foundation 25, the leading truck locally constructed are arranged in steel platform, set and hanging device is also provided with
In in steel platform.
With reference to shown in Fig. 1 and Fig. 4, after the completion of preparation of construction work, shaped steel is connected by steel-pipe pile 3, Larsen with separate type
Steel sheet pile 4 links together, and steel-pipe pile 3 runs through shaped steel hole, and middle clamp connects floor 40, wing plate 5 and Larsen steel plate on the outside of shaped steel
Stake 4 connects, and connects and hydro-expansive rubber gasket 7 is set at bolt 6, and wing plate 11 sets expansion connection end plate 35 on the inside of shaped steel, expands and connects
Connect end plate 35 with sliding hollow truss inner support 12 and 36 inner support of steel pipe skewed horizontal load to be connected, with company at section steel plate tieing
Connect steel plate 38 to splice, blending bolt 39 is fixed.
1 is set among wing plate 11 on the inside of shaped steel or is symmetrical arranged the slidings of 2 sliding hollow truss inner supports and is consolidated
Orbit determination road 13.
With reference to shown in Fig. 6, the sinking of cofferdam of composite steel plate pile 51 uses unilateral sinking, and four corners connection mode, utilizes pressure
Stake equipment is implemented under static pressure composite steel plate pile 51 with setting the counter-force anchor pole 49 in steel platform to be combined, by jack 48
Heavy, the counter-force of jack 48 reaches basis 50 by anchor pole 49.
With reference to shown in Fig. 1, after the sinking of composite steel plate pile 51, using the Grouting Pipe 33 being bundled on steel-pipe pile 3 to compound
51 bottom slip casting pressure bottom of steel sheet pile, formed Mud Layer grouting and reinforcing body 10, Larsen steel sheet pile 4 and steel-pipe pile 3 in back cover scope and
Slip casting pressure bottom scope sets isolation film 17.
With reference to shown in Fig. 5, the cunning of 1 sliding hollow truss inner support is installed in cushion cap template 23 and bridge abutment moulding plate 41
Move trapped orbit 22.
With reference to shown in Fig. 3 and Fig. 5, the sliding hollow truss 12 of Assembling, sliding hollow truss in steel platform 45
12 are placed at the top of 51 cofferdam of combined steel sheet pile (setting interim steel plate bracket when needing on sliding trapped orbit),
The sliding hollow truss 21 of Assembling bridge pier in steel platform 45, the sliding hollow truss 21 of bridge pier are positioned on bridge pier 19,
The sliding sliding hollow truss 21 of hollow truss 12 and bridge pier holds out against fixation, steel after being from top to bottom slid onto design position successively
Pipe skewed horizontal load 36 holds out against wing plate 11 on the inside of separate type shaped steel 51 cofferdam four corners of steel sheet pile are oblique, and connects end plate with expanding
35 welding.
With reference to shown in Fig. 2, in-situ deposited prefabricated Combined reinforced concrete plate reserves through hole 30, pre-manufactured steel according to pile layout
26 periphery of reinforced concrete plate sets step, and lower part is precast concrete, reserves the perforation hole 28 of Grouting Pipe 33, prefabricated mixed on top
Solidifying soil top surface pouring reinforcement concrete 8 binds, and 26 periphery of precast rc slab sets rhone 18, and four corners set sump
27, the water in sump is extracted out by drinking-water pipe 29, and drinking-water pipe 29 is bundled on angle end steel-pipe pile 34.
With reference to shown in Fig. 5, when support system is removed, the earthwork between cofferdam and cushion cap 16 is first backfilled, then be inwardly filled to
Under support to be removed at 1m, then from bottom to top, behind first centre both sides the sliding hollow truss 12 of orderly release stull, steel pipe
The sliding hollow truss 21 of skewed horizontal load 36, bridge pier, when Deformation Monitoring transfinites when cofferdam, passes through 8 top surface of cast-in-situ steel reinforced concrete
The fixation built-in fitting 24 of cushion cap Side shuttering is set, is aided with tripod 15 and realizes formwork on the outside of cushion cap.
The utility model additionally provides the construction method of above-mentioned combined steel sheet-pile cofferdam high water level difference cushion cap system, mainly
Comprise the following steps：
1) preparation of construction：The installation of steel trestle 43, steel platform 45, the detection of pile foundation 25, office have been completed before this construction
The leading truck of portion's construction is arranged in steel platform, sets and hanging device is also disposed in steel platform.
2) connection of combined steel sheet pile 51：Steel-pipe pile 3, Larsen steel sheet pile 4 are connected to one with separate type connection shaped steel
Rise, steel-pipe pile 3 runs through shaped steel hole, middle to clamp connection floor 40, and wing plate 5 is connected with Larsen steel sheet pile 4 on the outside of shaped steel, connects bolt
Set hydro-expansive rubber gasket 7 at 6, wing plate 11 sets expansion connection end plate 35 on the inside of shaped steel, expand connection end plate 35 with it is sliding
Hollow truss inner support 12 and 36 inner support of steel pipe skewed horizontal load are connected, and are spliced at section steel plate tieing with junction steel plate 38, and
Fixed with bolt 39.
3) installation of sliding hollow truss inner support trapped orbit 13：Set on the inside of shaped steel among wing plate 11 1 or
The sliding trapped orbit 13 of 2 sliding hollow truss inner supports is symmetrical arranged, is pacified in cushion cap template 23 and bridge abutment moulding plate 41
The sliding trapped orbit 22 of 1 sliding hollow truss inner support is filled, a wing plate 20 of extending a time limit after being set in design fixed position,
And holding device is set, four corners position sets connecting plate.
4) the inserting piling construction of combined steel sheet pile：Combined steel sheet pile 51 is hung to design position with hanging device, is taken
The mode of static pressure pile-sinking carrys out piling, and pile compacting equipment is combined with the counter-force anchor pole 49 on the basis of being arranged at, and is pressed by jack 48 multiple
Box-like steel sheet pile 51, the counter-force of jack 48 reach basis 50 by anchor pole 49, and 51 inserting piling of combined steel sheet pile should be from upstream
The heart starts to be advisable, and is symmetrically sequentially inserted into both sides, joins the two sections of a bridge, etc in four corners, insertion closure steel sheet pile or deformed steel flats at closure
Stake, gap cotton-wool caulked 37 and is coated with butter and sawdust mixture between fore shaft, after the sinking of composite steel plate pile 51, utilizes
The Grouting Pipe 33 on steel-pipe pile 3 is bundled in 51 bottom slip casting pressure bottom of composite steel plate pile, Mud Layer grouting and reinforcing body 10 is formed, draws
Gloomy steel sheet pile 4 and steel-pipe pile 3 set isolation film 17 in back cover scope and slip casting pressure bottom scope.
5) sliding hollow truss 12, steel pipe skewed horizontal load 36 make and install：Assembling slides in steel platform 45
The hollow truss 12 of formula, sliding hollow truss 12 are placed at the top of 51 cofferdam of combined steel sheet pile (in sliding fixation when needing
Interim steel plate bracket is set on track), the sliding hollow truss 21 of Assembling bridge pier in steel platform 45, during bridge pier is sliding
Empty truss 21 is positioned on bridge pier 19, and the sliding sliding hollow truss 21 of hollow truss 12 and bridge pier is from top to bottom slided successively
Move on to after design position and hold out against fixation, steel pipe skewed horizontal load 36 is held out against in separate type shaped steel 51 cofferdam four corners of steel sheet pile are oblique
Side wing 11, and welded with expanding connection end plate 35.
6) in-situ deposited prefabricated Combined reinforced concrete back cover：Through hole 30 is reserved according to pile layout in plate, it is precast reinforced
26 periphery of concrete slab sets step, and lower part is precast concrete, the perforation hole 28 of Grouting Pipe 33 is reserved, in top concrete
Native top surface pouring reinforcement concrete 8 binds, and 26 periphery of precast rc slab sets rhone 18, and four corners set sump 27,
Water in sump is extracted out by drinking-water pipe 29, and drinking-water pipe 29 is bundled on angle end steel-pipe pile 34.
7) casting concrete：According to the ratio of mud pumping casting concrete of design, and make concrete sample examination, profit
Cooled with cooling tube water flowing, improve cushion cap concrete construction quality.
8) foundation pit backfills, hangs and tear support system open：Support system is removed with installation procedure on the contrary, first backfilling cofferdam and cushion cap 16
Between the earthwork, then be inwardly filled under support to be removed at 1m, then from bottom to top, behind first centre both sides orderly release stull
The sliding hollow truss 21 of sliding hollow truss 12, steel pipe skewed horizontal load 36, bridge pier, when when cofferdam, Deformation Monitoring transfinites, leads to
The fixation built-in fitting 24 that 8 top surface of cast-in-situ steel reinforced concrete sets cushion cap Side shuttering is crossed, is aided with tripod 15 and realizes on the outside of cushion cap
Formwork.
9) cofferdam is cut, and facet, merogenesis, which are hung, to be torn open：Cofferdam demolition is integrally hung using four side single sides and removed, and is limited when by hanging device
Single side processed, which is difficult to hang to hang except time-division elements cutting, to be torn open, and wherein Separated clamping is close to first overall hang of direct type steel 40 and removes, and outside wing plate 5 is difficult
When being torn open with integrally hanging, first dismantled with Larsen steel sheet pile 4, cutting section is reduced according to site space situation as far as possible.It is compound pulling out
Pulled out during formula steel sheet pile using vibration hammer, steel sheet pile lower part is departed from concrete as far as possible, then carry out pile pulling, pile pulling again
Shi Yaoxian vibrates 1~2min, makes soil loosening around steel sheet pile, produces " liquefaction ", then slowly Vibration on Start-up pile monkey pile pulling.
Combined steel sheet pile 51 is connected by being clamped in Larsen steel sheet pile 4, steel-pipe pile 3, separate type connection shaped steel in step (2)
Floor 40 is spliced, separate type connection shaped steel in clamp connection floor 40 clamped in stitching portion junction steel plate 38, and with company
Connecting bolt 39 is fixed, and separate type connection shaped steel ala lateralis plate 5 is connected with the water-swellable bolt 6 of Larsen steel sheet pile 4, water-swellable
Bolt 6 sets hydro-expansive rubber gasket 7 below, and separate type connection shaped steel inboard wing plate 11 sets oblique expand and connects end plate 35, purlin
Extend a time limit after frame a wing plate 14, sliding hollow truss horizontal support 12 holds out against separate type connection shaped steel inboard wing plate 11, and and purlin
A wing plate 14 of extending a time limit after frame connects, and steel pipe skewed horizontal load 36 is connected shaped steel inboard wing plate 11 with separate type in cofferdam four corners and pushes up
Tightly, and with oblique the connection connection fixation of end plate 35 is expanded.In the symmetrical slip casting at the same time of middle 3 both sides of steel-pipe pile, the steel of corner location
Pile pile 34 is bundled on steel-pipe pile in the slip casting at the same time of three sides, Grouting Pipe 33, ultimately forms pile grouting reinforcing body 10.
Sliding hollow truss inner support 12 can be slided into any position from top to bottom by design requirement described in step (3)
Put, and a wing plate 14 of extending a time limit after being set in fixed position.
Use in-situ deposited prefabricated reinforced concrete floor in step (6), through hole 30 is reserved according to pile layout in plate, it is prefabricated
26 periphery of armoured concrete slab sets step, and lower part precast concrete reserves the perforation hole 28 of Grouting Pipe 33, and top surface pours coagulation
Soil 8, cast-in-place concrete is interior to set built-in fitting 24, and cushion cap template 23,26 periphery of precast rc slab are supported with tripod 15
If rhone 18,18 side wall of rhone sets rhone baffle 9, and 26 4 jiaos of precast rc slab sets sump 27, drinking-water pipe
29 are arranged near corner on steel-pipe pile 34.
Hung described in step (8) when tearing support system open, when the hollow truss 12 of horizontal sliding formula, steel pipe in the support system of cofferdam
After the sliding hollow truss 21 of skewed horizontal load 36, bridge pier is hung, tripod is set using the built-in fitting 24 of cushion cap 16 and pier stud 19
Aid in temporary support 15.
Claims (5)
1. it is based on combined steel sheet-pile cofferdam high water level difference cushion cap, it is characterised in that including：Steel-pipe pile (3), Larsen steel sheet pile
(4), sliding hollow truss inner support (12), hollow truss inner support sliding trapped orbit (13), the hollow truss of bridge pier side wall
Inner support sliding trapped orbit (22), steel pipe skewed horizontal load (36), fixed built-in fitting (24), precast rc slab (26) and
Grouting Pipe (33), steel-pipe pile (3) connect floor (40), are used at floor (40) tieing through separate type connection shaped steel hole, middle clamp
Junction steel plate (38) splices, and blending bolt (39) is fixed；1 is set on the inside of shaped steel among wing plate (11) or is symmetrical arranged in 2
Empty truss inner support sliding trapped orbit (13)；Steel sheet pile precast rc slab (26) periphery sets rhone (18), in advance
The perforation hole (28) of Grouting Pipe (33) is stayed, four corners set sump (27), and Grouting Pipe (33) is noted to composite steel plate pile (51) bottom
Slurry pressure bottom forms Mud Layer grouting and reinforcing body (10), and Grouting Pipe (33) is bundled on steel-pipe pile (3).
2. combined steel sheet-pile cofferdam high water level difference cushion cap according to claim 1, it is characterised in that combined steel sheet pile
(51) it is spliced by clamping connection floor (40) in Larsen steel sheet pile (4), steel-pipe pile (3), separate type connection shaped steel, separate type
Clamping connection floor (40) in shaped steel is connected to clamp in stitching portion junction steel plate (38), and it is fixed with connection bolt (39).
3. combined steel sheet-pile cofferdam high water level difference cushion cap according to claim 1, it is characterised in that separate type connecting-type
Wing plate (5) is connected with Larsen steel sheet pile (4) with water-swellable bolt (6) on the outside of steel, and it is swollen that water-swellable bolt (6) sets chance water below
Swollen rubber sheet gasket (7), separate type connection shaped steel inboard wing plate (11) are extended a time limit after setting oblique expansion connection end plate (35), hollow truss
Position wing plate (14), the sliding hollow sliding hollow truss inner support (12) of truss inner support are held out against on the inside of separate type connection shaped steel
Wing plate (11), and be connected with a wing plate (14) of extending a time limit after hollow truss, steel pipe skewed horizontal load (36) is in cofferdam four corners with separating
Formula connection shaped steel inboard wing plate (11) is held out against, and expands connection end plate (35) connection fixation with oblique.
4. combined steel sheet-pile cofferdam high water level difference cushion cap according to claim 1, it is characterised in that it is described it is sliding in
Empty truss inner support (12) can slide into optional position from top to bottom, and a wing plate (14) of extending a time limit after being set in fixed position.
5. combined steel sheet-pile cofferdam high water level difference cushion cap according to claim 1, it is characterised in that using in-situ deposited prefabricated
Reinforced concrete floor, reserves through hole (30) and reserved perforation hole (28), top surface casting concrete in plate according to pile layout
(8), built-in fitting (24) is set in cast-in-place concrete, with tripod (15) support cushion cap template (23), precast rc slab
(26) periphery sets rhone (18), and rhone (18) side wall sets rhone baffle (9), and precast rc slab (26) corner is set
Sump (27), drinking-water pipe (29) are arranged near corner on steel-pipe pile (34).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720779248.1U CN207314367U (en) | 2017-06-29 | 2017-06-29 | Combined steel sheet-pile cofferdam high water level difference cushion cap |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720779248.1U CN207314367U (en) | 2017-06-29 | 2017-06-29 | Combined steel sheet-pile cofferdam high water level difference cushion cap |
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| CN207314367U true CN207314367U (en) | 2018-05-04 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107489102A (en) * | 2017-06-29 | 2017-12-19 | 杭州江润科技有限公司 | Combined steel sheet-pile cofferdam high water level difference cushion cap and construction method |
| CN108729457A (en) * | 2018-06-27 | 2018-11-02 | 中铁十六局集团第三工程有限公司 | A kind of steel pipe pile cofferdam and its construction method for bridge deepwater foundation |
| CN110644363A (en) * | 2019-06-24 | 2020-01-03 | 高军 | Construction method of underwater main tower of cross-river cable-stayed bridge of high-speed railway |
| CN113293782A (en) * | 2021-06-22 | 2021-08-24 | 海环科技集团股份有限公司 | Water conservancy project construction cofferdam water stop structure and construction method thereof |
| CN113774817A (en) * | 2021-09-15 | 2021-12-10 | 舟山长宏国际船舶修造有限公司 | Assembled highway bridge rapid construction equipment |
-
2017
- 2017-06-29 CN CN201720779248.1U patent/CN207314367U/en active Active
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107489102A (en) * | 2017-06-29 | 2017-12-19 | 杭州江润科技有限公司 | Combined steel sheet-pile cofferdam high water level difference cushion cap and construction method |
| CN108729457A (en) * | 2018-06-27 | 2018-11-02 | 中铁十六局集团第三工程有限公司 | A kind of steel pipe pile cofferdam and its construction method for bridge deepwater foundation |
| CN110644363A (en) * | 2019-06-24 | 2020-01-03 | 高军 | Construction method of underwater main tower of cross-river cable-stayed bridge of high-speed railway |
| CN113293782A (en) * | 2021-06-22 | 2021-08-24 | 海环科技集团股份有限公司 | Water conservancy project construction cofferdam water stop structure and construction method thereof |
| CN113293782B (en) * | 2021-06-22 | 2022-06-10 | 海环科技集团股份有限公司 | Water conservancy project construction cofferdam water stop structure and construction method thereof |
| CN113774817A (en) * | 2021-09-15 | 2021-12-10 | 舟山长宏国际船舶修造有限公司 | Assembled highway bridge rapid construction equipment |
| CN113774817B (en) * | 2021-09-15 | 2023-02-28 | 舟山长宏国际船舶修造有限公司 | Assembled highway bridge rapid construction equipment |
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Effective date of registration: 20190114 Address after: 230088 Xishu Building, No. 502 Wangjiangxi Road, Hefei High-tech Zone, Anhui Province (Enterprise Finance Building) Patentee after: ANHUI ROAD&BRIDGE ENGINEERING GROUP CO., LTD. Address before: 310015 room 1901, unit 3, 3 Wanda Commercial Center, Gongshu District, Hangzhou, Zhejiang. Patentee before: Hangzhou Jiang Run Science and Technology Ltd. |