CN201981547U - Above-water bearing platform structure combined precasting installation with cast-in-place - Google Patents
Above-water bearing platform structure combined precasting installation with cast-in-place Download PDFInfo
- Publication number
- CN201981547U CN201981547U CN2011200390451U CN201120039045U CN201981547U CN 201981547 U CN201981547 U CN 201981547U CN 2011200390451 U CN2011200390451 U CN 2011200390451U CN 201120039045 U CN201120039045 U CN 201120039045U CN 201981547 U CN201981547 U CN 201981547U
- Authority
- CN
- China
- Prior art keywords
- cushion cap
- prefabricated
- bearing platform
- pile foundation
- prefabricated section
- 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 - Lifetime
Links
- 238000009434 installation Methods 0.000 title claims abstract description 30
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title abstract description 7
- 239000004567 concrete Substances 0.000 claims abstract description 44
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 26
- 239000011150 reinforced concrete Substances 0.000 abstract description 3
- 229910000831 Steel Inorganic materials 0.000 description 19
- 239000010959 steel Substances 0.000 description 19
- 230000002787 reinforcement Effects 0.000 description 17
- 238000003466 welding Methods 0.000 description 15
- 230000003014 reinforcing effect Effects 0.000 description 12
- 238000007789 sealing Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 238000009417 prefabrication Methods 0.000 description 4
- 230000011218 segmentation Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000018109 developmental process Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 239000003112 inhibitor Substances 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 230000002459 sustained effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 210000005069 ears Anatomy 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 235000013312 flour Nutrition 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000012447 hatching Effects 0.000 description 1
- 239000004574 high-performance concrete Substances 0.000 description 1
- 230000001771 impaired effect Effects 0.000 description 1
- 230000013011 mating Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000009416 shuttering Methods 0.000 description 1
- 239000000377 silicon dioxide Substances 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Images
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
Landscapes
- Revetment (AREA)
Abstract
Provided is an above water bearing platform structure combined precasting installation with cast-in-place. A bearing platform (3) is formed by a lower bearing platform (8) and an upper bearing platform (9) and utilizes a reinforced concrete structure. The lower bearing platform (8) includes precast blocks (10), precast block joints (12) and pile foundation joints (13). The lower bearing platform (8) is formed by precasting and installing the precast blocks (10) and placing the precast block joints (12), the pile foundation joints (13) and joint concretes (14). The whole bearing platform (3) is formed by the lower bearing platform (8) and placing the concretes (14) of the upper bearing platform (9). Anti-collision plates (24) are arranged on the periphery of the lower bearing platform (8) so as to improve the bottom elevation of the lower bearing platform (8). Accordingly, the construction difficulty of the above water bearing platform structure is reduced.
Description
Technical field
The utility model relates to the suspended deck structure of pier waterborne.
Background technology
Along with the China's Coastal Areas The development in society and economy, marine engineerings such as offshore wind farm, bridge spanning the sea, marine beacon constantly advance to deep water, the strong marine site of wave, and high pile pier platform structure is used widely.High pile pier platform generally is made up of pile foundation, cushion cap and superstructure, and cushion cap generally adopts reinforced concrete structure.
Near the air route or the many waters of fishing boat; bump for better opposing fortuitous collision or floating thing; protection pile foundation safety; often need to be arranged near the low water stage to the bottom surface of cushion cap or below low water stage; can either effectively protect pile foundation to avoid directly being clashed into, help the particularly durability of steel pipe pile of pile foundation again.Suspended deck structure generally adopts cast-in-place concrete structure, constructure scheme is varied, some engineering forms land and carries out the dry application worker by building the island, and some engineering adopts sealing steel cofferdam to construct, and some engineering adopts prefabricated installation casing to build dry application worker behind the bottom concrete.
The marine site that wave is more intense or tidal range is big throughout the year, be subjected to the influence of wave, morning and evening tides, the operation on the sea condition is poor, and common waterborne cast-in-place bearing platform construction scheme will be born bigger wave force and uplift pressure, perhaps, cause construction cost significantly to increase because depth of water large form structure is bigger.In addition, because the engineering time is long, it is long that pile foundation of bearing platform is in time of simple contact status, resists a little less than the ability of wave and unexpected pile foundation, strengthened cushion cap in unsafe risk of construction period.
Progress along with the concrete durability technical research, the precast concrete joint quality can be protected, can can ensure the bar splice quality by increasing measures such as quantity of reinforcement, the control of reinforcement welding quality, the joint concrete can add Admixtures such as silica flour, corrosion inhibitor in case of necessity and improve concrete performance.
Some cushion cap thickness is bigger, and reinforcement cover can suitably strengthen, and design also can be considered the cushion cap bottom layer of the reinforcing steel at the cushion cap correct position stressed bottom layer of the reinforcing steel to be set as distributing bar.Though increase part reinforcing bar amount thus, can reach the saving of bigger expense and resource by saving template.
Therefore, the suspended deck structure scheme waterborne that prefabricated installation and cast-in-site combine is proposed.For small-sized cushion cap, can cushion cap is integral prefabricated as one, be installed in after prefabricated on the cushion cap folder stake platform, the joint concrete of building between cushion cap and the pile foundation forms suspended deck structure.
For bigger cushion cap, can be according to prefabricated, lifting, erectility and engineering characteristic, prefabricated mounting structure is adopted in the cushion cap bottom, and cast-in-place concrete structure is adopted on top.The pre-erection of cushion cap, can be used as one integral prefabricated, also can be divided into some blocks of prefabricated sections, be installed in after prefabricated on the folder stake platform, build the bottom that the joint concrete forms cushion cap or cushion cap.
Prefabricated cushion cap part can be arranged and the structure stress situation is divided into rectangle, polygon, shape such as fan-shaped according to pile foundation, reserves joint between each piecemeal, and stretches out reserved steel bar, locates preformed hole in the stake position.Reserve a joint and place, a stake position preformed hole between the piecemeal, consider influences such as piling off normal, prefabricated and installation deviation during design, leave certain rich space.
In order to form rock-steady structure as early as possible, between the prefabricated section of each cushion cap, steel work that can pre-buried connection, behind installation in position, the steel work that will connect by welding is connected to form force transferring structure, make form between the cushion cap block of prefabricated installation whole.Arrange between pile foundation and pile foundation preformed hole to connect steel work that welding as early as possible behind the installation in position makes pile foundation and cushion cap form an integral body opposing external force, improves the stability of cushion cap in the construction period.
After the pile foundation piling, press from both sides a stake platform by folder stake, installation, pile foundation is connected to form an integral body, the platform consideration of design folder is carried out necessary reinforcing as the mounting platform of bearing platform prefabrication piece simultaneously, according to the sealing requirement that the seam of bearing platform prefabrication piece is constructed, arrange concrete bottom die and water-stopping structure.
After a folder stake platform is finished, carry out stake top and handle, steel concrete is built in the stake, and the bearing platform prefabrication piece is installed, and welds between prefabricated section and the pile foundation, the connection steel work between prefabricated section and the prefabricated section, forms stable suspended deck structure.
For stressed little cushion cap of construction period, the connection that can not carry out between the prefabricated section of construction period is handled, and the connection steel work needn't be set, and the syndeton between pile foundation and the prefabricated section also needn't be set.
After the suspended deck structure of construction period is stable, check, improve the bottom surface template of joint concrete, need the installation water-stopping structure of sealing, the outboard template of seam is installed in welding or assembling reinforcement, handles concrete and engages face, just can build joint concrete.After joint concrete reached design strength, cushion cap had than higher strength and stiffness, formed good cushion cap top execution conditions.
After the cushion cap bottom formed, the New-old concrete mating face was handled in assembling reinforcement, and mounting template is buried pre-buried structure underground, builds cushion cap top concrete, just forms complete suspended deck structure.
The thickness of considering cushion cap is bigger, and the cushion cap drag is enough, from crashproof angle, can Crashworthy plate be set at the cushion cap periphery and bring into play crashproof effect, Crashworthy plate can prefabricated installation and is connected to form integral body with cushion cap, the cushion cap bottom surface suitably can be improved like this, reduces the difficulty of construction of cushion cap.
Build the influence of the concrete contraction of cushion cap in order to reduce secondary, can add the anti-Admixture that shrinks of concrete, reduce concrete shrinkage factor.In order to improve concrete durability, can adopt high performance concrete, add corrosion inhibitor, anticorrosive measures such as concrete sheath coat are set.
The design of marine traffic engineering, construction, aseptic technic can realize the enforcement of the suspended deck structure that the prefabricated installation of part, part are cast-in-place.
For this reason, we propose the suspended deck structure waterborne that a kind of prefabricated installation and cast-in-site combine.
Summary of the invention
Marine cushion cap formwork for placing engineering quantity is big in order to overcome, the engineering time long, be subjected to shortcomings such as the wave tidal effect is big, adapts to the development need that marine cushion cap is built, and the invention provides the suspended deck structure waterborne that a kind of prefabricated installation and cast-in-site combine.
In order to achieve the above object, the technical solution used in the present invention is that cushion cap is by cushion cap and last cushion cap are formed down, following cushion cap is made up of prefabricated section, prefabricated section seam, pile foundation seam, by prefabricated installation prefabricated section, build the prefabricated section seam, pile foundation seam joints concrete forms down cushion cap, builds the concrete of cushion cap then, forms whole cushion cap, periphery at following cushion cap is provided with Crashworthy plate, realizes reducing the purpose of pier difficulty of construction.
With whole cushion cap or following cushion cap, be divided into one or some blocks of prefabricated sections, be installed in after prefabricated on the folder stake platform of pile foundation of cushion cap, can be by being welded to connect steel work, make between bearing platform prefabrication piece and the pile foundation, form between prefabricated section and the prefabricated section whole, welding or colligation joint reinforcing bar are built the joint concrete then, form cushion cap or following cushion cap, then welding or assembling reinforcement, build cushion cap, the pier superstructure of constructing at last forms complete pier structure thus.
At the cushion cap periphery Crashworthy plate is set, Crashworthy plate is connected to form integral body with the prefabricated installation of the prefabricated section of cushion cap with cushion cap.Seam between the prefabricated Crashworthy plate by welding or assembling reinforcement, build the joint concrete and form continuous structure, Crashworthy plate is arranged or segmentation is arranged continuously along the cushion cap periphery, improve cushion cap bottom surface elevation down thus, reduce the difficulty of construction of cushion cap.
The beneficial effects of the utility model reduce the large-scale template of marine bearing platform construction, and accelerating construction progress reduces the bearing platform construction phase to be subjected to big wave and to attack or the impaired risk of boats and ships accidental impact, and engineering cost reduces.
Description of drawings
Below in conjunction with accompanying drawing the utility model is further specified.
Fig. 1 is a pier structure elevation;
Fig. 2 is a suspended deck structure construction in layer elevational schematic view;
Fig. 3 is a pier structure section schematic diagram;
Fig. 4 is the Crashworthy plate floor map;
Fig. 5 is following cushion cap plan view (dividing 2 situations);
Fig. 6 is a prefabricated section seam arrangement of reinforcement;
Fig. 7 is prefabricated section seam construction figure;
Fig. 8 is pile foundation seam construction figure;
Fig. 9 is a folder stake platform plane schematic diagram;
Figure 10 is a folder pilework elevational schematic view;
Figure 11 is an anchor ear plan view;
Figure 12 is following cushion cap plan view (dividing 3 situations, mode one);
Figure 13 is following cushion cap plan view (dividing 3 situations, mode two);
Figure 14 is following cushion cap plan view (rectangle cushion cap, 2 situations of division);
Figure 15 is following cushion cap plan view (rectangle cushion cap, 3 situations of division).
Among the figure: 1. pier structure, 2. pile foundation, 3. cushion cap, 4. superstructure, 5. ground, 6. mud upper thread, 7. waterline 8. descends cushion cap, 9. goes up cushion cap, 10. prefabricated section, 11. prefabricated section connectors, 12. prefabricated section seams, 13. pile foundation seams, 14. the joint concrete, 15. are welded to connect part, 16. folder stake platforms, 17. anchor ears, 18. folder stake beam, 19. joint nodes, 20. back timbers, 21. split bolts, 22. template and water-stopping structure, 23. reinforcing bars, 24. Crashworthy plates, 25. Crashworthy plate seams.
The specific embodiment
Fig. 1 represents pier structure elevation.Pier structure (1) is made up of pile foundation (2), cushion cap (3), superstructure (4).Pile foundation (2) is passed through mud upper thread (6) and is arranged in the ground (5).Pile foundation (2) can adopt steel pipe pile or concrete pile, adopts and squeezes in the ground (5), or adopt castinplace pile to be embedded in the ground (5).Cushion cap (3) is by cushion cap (8) and last cushion cap (9) are formed down.Cushion cap (3) adopts concrete structure, can consider that construction in layer forms, and can adopt the assembled scheme of prefabricated installation and cast in situs to form.Superstructure (4) can be a support post according to the pier function setting, can be the steel work basis also, only draws schematic diagram among the figure.Waterline (7) as shown in the figure because tidal action, waterline (7) changes within a certain height.Reach under the situation of the thickness of cushion cap (3) at the following prefabricated height of cushion cap (8), last cushion cap (9) has not just existed.
Fig. 2 represents suspended deck structure construction in layer elevational schematic view.Cushion cap (3) is divided into cushion cap (8) and last cushion cap (9) down according to sequence of construction.Following cushion cap (8) adopts prefabricated installation, builds joint formation, and last cushion cap (9) adopts cast-in-situ concrete to form.Following cushion cap (8) can be divided into one, also can be divided into some.The thickness of following cushion cap (8) generally between 500～1500mm, also can adopt the thickness of whole cushion cap, and in this case, last cushion cap (9) has not just had.The concreting number of plies of last cushion cap (9) is generally 1～3 layer, specifically can determine according to engineering specifications, among the figure according to 1 layer of expression.Other explanations are referring to Fig. 1.
Fig. 3 represents pier structure section schematic diagram.Following cushion cap (8) is made up of prefabricated section (10), prefabricated section seam (12), pile foundation seam (13).Prefabricated section (10) can have Crashworthy plate (24), and Crashworthy plate (24) is arranged continuously along the periphery of cushion cap (3), also can segmentation arrange.Crashworthy plate (24) adopts reinforced concrete structure, the prefabricated and installation with prefabricated section (10).Prefabricated Crashworthy plate (24) locates to reserve joint reinforcing bar (23) in Crashworthy plate seam (25), welding or colligation joint reinforcing bar (23) behind the installation in position, mounting template and build joint concrete (14) and form continuous structure then makes Crashworthy plate (24) arrange continuously or segmentation is arranged along the periphery of cushion cap (3).Crashworthy plate can be arranged anti-collision facility such as crash-proof steel bushing box or rubber fender on (24).Other explanations are referring to Fig. 1.
Fig. 4 represents the Crashworthy plate floor map.Crashworthy plate (24) is arranged continuously along the periphery of cushion cap (3), between 2 prefabricated Crashworthy plates (24), is reserved with Crashworthy plate seam (25).Prefabricated Crashworthy plate (24) locates to reserve joint reinforcing bar (23) in Crashworthy plate seam (25), welding or colligation joint reinforcing bar (23) behind the installation in position, mounting template and build joint concrete (14) and form continuous structure makes Crashworthy plate (24) arrange continuously along the periphery of cushion cap (3) then.Crashworthy plate (24) also sectional is arranged, no longer signal among the figure.Crashworthy plate (24) junction composition and joint arrangement of reinforcement omit.
Fig. 5 represents cushion cap plan view (dividing 2 situations) down.Following cushion cap (8) is made up of 2 blocks of prefabricated sections (10), 3 groups of prefabricated section connectors (11), 1 prefabricated section seam (12), pile foundation seam (13).The division of piece prefabricated section (10) can be determined according to engineering characteristic, be illustrated in the punishment piece that do not lay out pile among the figure.Prefabricated section connector (11) is arranged on the sustained height in groups, and an end is embedded in the prefabricated section (10), behind the installation in position, by be welded to connect part (15) welding and form whole.Then, prefabricated section seam (12) periphery is provided with bottom surface template and Side shuttering, and water-stopping structure is set when needing sealing, and welding or assembling reinforcement just can be built joint concrete (14) and will be descended the prefabricated section (10) of cushion cap (8) to be connected to form integral body.Pile foundation seam (13) is positioned between pile foundation (2) and the prefabricated section (10), behind the installation in position pile foundation is being fixed on the permanent position, divide into the bottom set face die plate in pile foundation seam (13), water-stopping structure is set when needing sealing, welding or assembling reinforcement just can be built joint concrete (14) pile foundation (2) and prefabricated section (10) are connected to form integral body.The quantity of prefabricated section connector (11) can determine that the position also can be adjusted according to requirement of engineering.Drawn hatching on the section of pile foundation among the figure (2).
Fig. 6 represents prefabricated section seam arrangement of reinforcement.Prefabricated section seam (12) is positioned between the prefabricated section (10), and prefabricated section (10) stretches out " U " shape reinforcing bar (23) of level, and arranges distribution reinforcement (23), formation steel hoop (23) joint.Behind " U " shape reinforcing bar (23) overlap joint of 2 levels, form a long elliptoid ring joint.Build joint concrete (14) and just two prefabricated sections (10) are connected to form integral body.Can be according to requirement of engineering, in the bottom of the last cushion cap (9) of the top of prefabricated section seam (12), arrange stiffener (23) or main steel bar stress (23).The arrangement of reinforcement of pile foundation seam (13) mainly is configured in the periphery of pile foundation (2), disposes circular reinforcing bar (23) and distribution reinforcement (23), and the arrangement of reinforcement principle is similar to this figure, omits no longer expression.
Fig. 7 represents prefabricated section seam construction figure.Prefabricated section seam (12) is positioned between the prefabricated section (10), the prefabricated section connector (11) that prefabricated section (10) is buried underground behind the installation in position, will be welded to connect part (15) and be welded on the prefabricated section connector (11) on sustained height, realize the connection of prefabricated section (10), to bear the external force of construction period.Prefabricated section connector (11) and be welded to connect part (15) and can adopt steel work such as shaped steel.After finishing template and sealing, welding or assembling reinforcement, the cleaning New-old concrete joint surface just can be built joint concrete (14), and prefabricated section (10) is connected to form integral body.Reinforcing bar, template are omitted in the drawings.
Fig. 8 shows pile foundation seam construction figure.Pile foundation seam (13) is positioned between pile foundation (2) and the prefabricated section (10).The prefabricated section connector (11) that prefabricated section (10) is buried underground behind installation in position, will be welded to connect part (15) and be welded on respectively on prefabricated section connector (11) and the pile foundation (2), realize being connected of prefabricated section (10) and pile foundation (2), to bear the external force of construction period.In pile foundation (2) is under the situation of concrete pile, be welded to connect between part (15) and the pile foundation (2) and do not adopt welding, use instead and will be welded to connect part (15) and directly withstand on the pile foundation (2), do not put under the situation of cushion cap (3) in pile foundation (2), prefabricated section connector (11) and be welded to connect part (15) and can cancel and not establishing, detail drawing omits.Other explanations are referring to Fig. 7.
Fig. 9 represents folder stake platform plane schematic diagram.Folder stake platform (16) is made up of stake anchor ear (17) and folder stake beam (18).Stake anchor ear (17) is made up of 2 semicircles by rubber liner, is fastened on the external surface of pile foundation (2) by split bolt (21), is connected to form integral body by a joint node (19) and a folder beam (18).Folder stake beam (18) can adopt formed steel construction, and joint node (19) is arranged in the end, realizes interconnecting with stake anchor ear (17) and folder stake beam (18).Joint node (19) can adopt bolt to connect, and also can connect with welding.
Figure 10 represents to press from both sides the pilework elevational schematic view.Stake anchor ear (17) is made up of 2 semicircles by rubber liner, is fastened on the external surface of pile foundation (2) by split bolt (21), is connected to form integral body by a joint node (19) and a folder beam (18).At the top of pile foundation (2) back timber (20) is set, by split bolt (21) stake back timber (20) and stake anchor ear (17) is linked together, to bear vertical force.At pile foundation seam (13) arranged beneath template and water-stopping structure (22), at prefabricated section seam (12) arranged beneath template and water-stopping structure (22) similarly, omit among the figure.Template and water-stopping structure (22), can be arranged on the top of folder stake beam (18), the end face of folder stake beam (18) is local in this case reduces, and also can be arranged on the same level of folder stake beam (18), and the end face of folder stake beam this moment (18) is concordant with the end face of water-stopping structure (22) with template.Do not stretch under the situation of cushion cap (3) in pile foundation (2), can set up the vertical force of the steel structure support of supporting pile back timber (20) with propclip stake platform (16) at the top of pile foundation (2), concrete figure omits.
Figure 11 represents an anchor ear plan view.Stake anchor ear (17) is made up of 2 semicircles by rubber liner, is fastened on the external surface of pile foundation (2) by split bolt (21).Stake anchor ear (17) is provided with many places joint nodes (19) as required, so that be connected with folder stake beam (18).Half of signal stake anchor ear (17) only among the figure.
Figure 12 represents cushion cap plan view (dividing 3 situations, mode one) down.Following cushion cap (8) is made up of 3 blocks of prefabricated sections (10), prefabricated section seam (12), pile foundation seam (13).The shape of prefabricated section (10) is similar fan-shaped.The division shape of prefabricated section (10) can be determined according to engineering characteristic, stake position situation etc.Other explanations are referring to Fig. 5.
Figure 13 represents cushion cap plan view (dividing 3 situations, mode two) down.Following cushion cap (8) is made up of 3 blocks of prefabricated sections (10), prefabricated section seam (12), pile foundation seam (13).Prefabricated section seam (12) that has and pile foundation seam (13) intersect to form and mix seam, can handle according to the treatment principle of prefabricated section seam (12) and pile foundation seam (13), express no longer in detail.The division shape of prefabricated section (10) can be determined according to engineering characteristic, stake position situation etc.Other explanations are referring to Fig. 5.The stake number of following cushion cap (8) can be different with the mode of laying out pile, and dividing prefabricated section (10) can be more, and designs such as the folder stake of following cushion cap (8), template, prefabricated, installation, concreting, the principle of constructing are constant, represent no longer in detail.
Figure 14 represents cushion cap plan view (rectangle cushion cap, 2 situations of division) down.Following cushion cap (8) is made up of 2 blocks of prefabricated sections (10), prefabricated section seam (12), pile foundation seam (13).The flat shape of following cushion cap (8) is a rectangle, is divided into 2 blocks of prefabricated sections (10) at medium position.The structure concrete condition can be with reference to the figure and the explanation of circular cushion cap, expression no longer in detail.
Figure 15 represents cushion cap plan view (rectangle cushion cap, 3 situations of division) down.Following cushion cap (8) is made up of 3 blocks of prefabricated sections (10), prefabricated section seam (12), pile foundation seam (13).The flat shape of following cushion cap (8) is a rectangle, is divided into 3 blocks of prefabricated sections (10).The structure concrete condition can be with reference to the figure and the explanation of circular cushion cap, expression no longer in detail.The suspended deck structure of other flat shapes can be with reference to figure and explanation circular, the rectangle cushion cap, no longer detailed presentations.
Claims (2)
1. the suspended deck structure waterborne that combines of prefabricated installation and cast-in-site, it is characterized in that: cushion cap (3) is by cushion cap (8) and last cushion cap (9) are formed down, following cushion cap (8) is made up of prefabricated section (10), prefabricated section seam (12), pile foundation seam (13), by prefabricated installation prefabricated section (10), build prefabricated section seam (12), pile foundation seam (13) joint concrete (14) formation cushion cap (8) down, the concrete (14) of building cushion cap (9) forms whole cushion cap (3).
2. the suspended deck structure waterborne that prefabricated installation according to claim 1 and cast-in-site combine is characterized in that: the periphery at following cushion cap (8) is provided with Crashworthy plate (24).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200390451U CN201981547U (en) | 2011-02-09 | 2011-02-09 | Above-water bearing platform structure combined precasting installation with cast-in-place |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200390451U CN201981547U (en) | 2011-02-09 | 2011-02-09 | Above-water bearing platform structure combined precasting installation with cast-in-place |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201981547U true CN201981547U (en) | 2011-09-21 |
Family
ID=44609010
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011200390451U Expired - Lifetime CN201981547U (en) | 2011-02-09 | 2011-02-09 | Above-water bearing platform structure combined precasting installation with cast-in-place |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201981547U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741706A (en) * | 2014-01-02 | 2014-04-23 | 上海大学 | Deepwater open type combined foundation pier and construction method thereof |
| CN103774685A (en) * | 2014-01-09 | 2014-05-07 | 江苏龙冠新型材料科技有限公司 | Method for manufacturing navigation mark concrete bearing platform |
| CN105239591A (en) * | 2015-09-28 | 2016-01-13 | 中铁大桥勘测设计院集团有限公司 | Steel pipe driven pile foundation with steel boxed cofferdam and dual bearing platforms, and construction method of foundation |
| CN109083184A (en) * | 2018-07-18 | 2018-12-25 | 中铁广州工程局集团有限公司 | A kind of prefabricated cushion cap of land sectional type and its production and installation method |
| CN109137990A (en) * | 2018-07-18 | 2019-01-04 | 中铁广州工程局集团有限公司 | A kind of prefabricated cushion cap of land delay-pour joint sectional type and its production and installation method |
| CN113047330A (en) * | 2021-04-28 | 2021-06-29 | 中交第三航务工程局有限公司 | Assembled high-rise pile cap for offshore wind power |
-
2011
- 2011-02-09 CN CN2011200390451U patent/CN201981547U/en not_active Expired - Lifetime
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741706A (en) * | 2014-01-02 | 2014-04-23 | 上海大学 | Deepwater open type combined foundation pier and construction method thereof |
| CN103741706B (en) * | 2014-01-02 | 2016-02-17 | 上海大学 | A kind of deep water open type combination foundation harbour and construction method thereof |
| CN103774685A (en) * | 2014-01-09 | 2014-05-07 | 江苏龙冠新型材料科技有限公司 | Method for manufacturing navigation mark concrete bearing platform |
| CN103774685B (en) * | 2014-01-09 | 2015-10-28 | 江苏龙冠新型材料科技有限公司 | The preparation method of navigation mark concrete bearing platform |
| CN105239591A (en) * | 2015-09-28 | 2016-01-13 | 中铁大桥勘测设计院集团有限公司 | Steel pipe driven pile foundation with steel boxed cofferdam and dual bearing platforms, and construction method of foundation |
| CN109083184A (en) * | 2018-07-18 | 2018-12-25 | 中铁广州工程局集团有限公司 | A kind of prefabricated cushion cap of land sectional type and its production and installation method |
| CN109137990A (en) * | 2018-07-18 | 2019-01-04 | 中铁广州工程局集团有限公司 | A kind of prefabricated cushion cap of land delay-pour joint sectional type and its production and installation method |
| CN113047330A (en) * | 2021-04-28 | 2021-06-29 | 中交第三航务工程局有限公司 | Assembled high-rise pile cap for offshore wind power |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN201981547U (en) | Above-water bearing platform structure combined precasting installation with cast-in-place | |
| EP2837554A1 (en) | Partially floating marine platform for offshore wind-power, bridges and marine buildings, and construction method | |
| CN106012960B (en) | A kind of assembled long piled wharf superstructure system and its construction method | |
| CN215715494U (en) | Partially prefabricated offshore high pile cap | |
| CN103362113B (en) | Offshore wind farm, bridge and marine works local buoyancy ocean platform and construction method | |
| KR20220095226A (en) | STRUCTURE FOR SUPPORTING MARINE INSTALLATIONS AND PROCEDURE FOR THE EXECUTION THEREOF | |
| CN110453711B (en) | Elastic transition section multi-cylinder foundation structure and construction method thereof | |
| CN103321241A (en) | Deepwater open type wharf with combined foundation and method for constructing deepwater open type wharf | |
| CN100535264C (en) | Steel boxed cofferdam and recovery method thereof | |
| CN101413250B (en) | Rabbet type connecting method of cross-sea bridge prefabricated bridge pier and platform | |
| CN211815986U (en) | High-pile beamless plate wharf structure | |
| CN108239998A (en) | A kind of underwater bridge structure and its construction method | |
| US11920559B2 (en) | Floating platform for high-power wind turbines | |
| CN110939148A (en) | Construction method of double-wall steel suspension box cofferdam serving as drilling platform | |
| CN209162871U (en) | A kind of Analysis of Suspension Bridges ' Anchorage composite foundation suitable for deep water soft clay area | |
| CN209162824U (en) | The more well foundations of major diameter steel reinforced concrete combinatorial cylinders distributing | |
| CN109112950B (en) | Floating body box bridge pier type mortise-tenon beam connection offshore highway-railway bridge | |
| CN201158821Y (en) | Cofferdam of steel pouring jacket | |
| CN216515566U (en) | Tension type single-point mooring combined anchorage structure based on spiral anchor | |
| CN206941372U (en) | Concrete-filled steel tube with dumbbell sections assembled pier and the attachment structure with cushion cap | |
| CN202064319U (en) | Semicircular wave breaker structure | |
| CN202017213U (en) | Structure of top-down method bearing platform above water and construction method thereof | |
| CN110397068B (en) | Multi-cylinder steel-concrete combined foundation structure and construction method thereof | |
| CN109403325B (en) | Large-diameter steel-concrete combined cylinder dispersed multi-open caisson foundation and construction method thereof | |
| CN207143998U (en) | A kind of underwater bridge structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 510230 No. 161 Qianjin Road, Guangdong, Guangzhou Patentee after: CCCC-FHDI ENGINEERING Co.,Ltd. Address before: 510230 No. 161 Qianjin Road, Guangdong, Guangzhou Patentee before: CCCC FHDI ENGINEERING Co.,Ltd. |
|
| CU01 | Correction of utility model |
Correction item: Patentee name Correct: CCCC-FHDI Engineering Co., Ltd. False: CCCC FHDI Engineering Co., Ltd. Number: 38 Page: The title page Volume: 27 |
|
| CU03 | Publication of corrected utility model |
Correction item: Patentee name Correct: CCCC-FHDI Engineering Co., Ltd. False: CCCC FHDI Engineering Co., Ltd. Number: 38 Volume: 27 |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20110921 |