CN108411847B - Pile cap integral reverse bottom hanging system and use method thereof - Google Patents
Pile cap integral reverse bottom hanging system and use method thereof Download PDFInfo
- Publication number
- CN108411847B CN108411847B CN201810401640.1A CN201810401640A CN108411847B CN 108411847 B CN108411847 B CN 108411847B CN 201810401640 A CN201810401640 A CN 201810401640A CN 108411847 B CN108411847 B CN 108411847B
- Authority
- CN
- China
- Prior art keywords
- steel
- pile
- shoulder pole
- beats
- rectangular frame
- 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.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 186
- 239000010959 steel Substances 0.000 claims abstract description 186
- 238000005096 rolling process Methods 0.000 claims abstract description 24
- 238000010276 construction Methods 0.000 claims abstract description 12
- 238000003466 welding Methods 0.000 claims description 15
- 239000004567 concrete Substances 0.000 claims description 9
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 238000009434 installation Methods 0.000 abstract description 3
- 239000000463 material Substances 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000010009 beating Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/068—Landing stages for vessels
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
Abstract
The invention relates to a pile cap integral anti-bottom hanging system and a use method thereof, wherein the pile cap integral anti-bottom hanging system comprises shoulder pole beams, a main beam steel moment frame and secondary beam beats, the main beam steel moment frame is a rectangular frame formed by connecting two parallel main beams and two parallel channel steel, two pairs of secondary beam beats are arranged at two ends of the main beam steel moment frame, each secondary beam beat comprises a plurality of parallel channel steel, a through hole for a steel pile to pass through is arranged at the middle position of each secondary beam beat, a group of pile core steel bar channel steel is arranged above each pair of secondary beam beats, each group of pile core steel bar channel steel comprises a plurality of pile core steel bar channel steel, the pile core steel bar channel steel is reversely buckled at the pile core steel bar top of the steel pile, each group of pile core steel bar channel steel is provided with two shoulder pole beams, the two ends of each shoulder pole beam are respectively penetrated with finish rolling screw-thread steel, the finish rolling screw-thread steel passes through the shoulder pole beams and the main beams, and two nuts are screwed on the finish rolling screw-thread steel. The invention has the advantages of convenient and quick installation and disassembly, no influence of a tide level, high construction efficiency, material and equipment investment reduction and construction cost saving.
Description
Technical Field
The invention relates to the technical field of pile cap pouring support systems, in particular to a pile cap integral reverse bottom hanging system and a use method thereof.
Background
The pile cap is an important structure for connecting the pile foundation and the upper structure, and is generally cast-in-situ reinforced concrete, and the top surface size of the pile cap is determined according to the width and the laying length of the precast beam and the precast installation allowance deviation.
In the pile cap construction process of the high pile wharf, the common pile cap supporting system can be classified into two main types, namely pile clamping type and reverse hanging type. The pile clamping type supporting system is used for supporting the pile cap template and concrete at the bottom of the pile cap, and various acting forces generated in the pile cap pouring process are offset through friction generated by pile clamping, but in some engineering environments with lower water levels, all operations of the process are required to be carried out under water, and the operation is difficult; the counter-hanging type support system usually hangs the die block with reinforcing steel bars or finish rolling screw thread steel, and through the pulling force of reinforcing steel bars or finish rolling screw thread steel when hanging the die block, offset the various effort that the pile cap pouring process produced, after the concrete is pour, need cut out reinforcing steel bars or finish rolling screw thread steel that hangs the die block, it is difficult to cut and repair concrete under water.
The construction quality of the pile cap directly relates to the connection effect of the pile foundation and the upper structure, so that effective construction measures must be taken to ensure the construction quality of the pile cap.
Disclosure of Invention
The invention aims to solve the defects in the prior art, reduce the construction difficulty of pile cap pouring by utilizing a pile cap supporting system and provide a pile cap integral reverse lifting bottom system and a use method thereof.
The invention adopts the following technical scheme to realize the aim: the utility model provides a pile cap wholly hangs end system in reverse, including the shoulder pole roof beam, the main beam steel rectangular frame, the secondary beam frame, the rectangular frame that the main beam steel rectangular frame was enclosed by two parallel girders and two parallel channel-section steel connection, two pairs of secondary beam beats are arranged in the main beam steel rectangular frame on both ends, the secondary beam beat includes a plurality of parallel channel-section steels, a plurality of parallel channel-section steel bottoms are through I-steel welding formation, the intermediate position of a pair of secondary beam beats is equipped with the through-hole that supplies the steel pile to pass, the through-hole diameter is greater than the diameter of steel pile, each is equipped with a set of stake core steel bar channel-section steel above the secondary beam beat, each set of stake core steel channel-section steel includes a plurality of stake core steel channel-section steel that are on a parallel to the girder, stake core steel bar back-buckling is at the stake core steel top of steel pile and spot welding connection, all be equipped with two shoulder pole girders that are perpendicular to the girder on each set of stake core steel channel-section steel, vertical finish rolling screw thread steel has all been worn at every shoulder pole both ends, the vertical shoulder pole and the finish rolling screw thread steel is gone up to pass, the screw thread steel is located the shoulder pole and is located the main girder down.
The girder is formed by welding two side-by-side I-steel.
The shoulder pole beam is formed by welding two side-by-side I-steel.
The two I-steel beams of the shoulder pole beam are connected through a plurality of steel plates, and the steel plates are welded with the two I-steel beams respectively.
The distance between the main beams is 0.5mm larger than the diameter of the pile caps to be poured.
The groove steel gaps of the secondary beam beats are embedded with battens.
The outer diameter of the finish rolled deformed steel bar was 25mm.
The invention also provides a use method of the pile cap integral reverse bottom hanging system, which comprises the following steps:
1. splicing on land: placing the main beam steel rectangular frame on a 20 multiplied by 20cm square, and placing two shoulder pole beams at corresponding positions of the main beam steel rectangular frame according to the space size of the steel piles; then placing four secondary beam beats on two sides of the shoulder pole beam in two groups; then, a finish rolling screw steel passes through the shoulder pole beam and the main beam steel rectangular frame, and the nut spacing fastened up and down is calculated and determined by the pile cap bottom elevation and the pile core steel bar top elevation; reversely buckling the pile core steel bar channel steel to the pile core steel bar, and spot welding and fixing;
2. hoisting: after the system is spliced on land, hoisting is carried out by using a crane, and a hoisting point is arranged on the girder steel rectangular frame; during the lifting process, the finish rolling deformed steel bar slowly slides down until the whole is lifted, and the upper nut is clamped on the shoulder pole beam; lifting the system above the pile position, slowly lowering the system, and enabling the shoulder pole beam to contact the pile core steel bar channel steel first; continuing to lower the system, and sinking the secondary beam beats and the main beam steel rectangular frame together until the secondary beam beats and the main beam steel rectangular frame are lowered to the bottom nut;
3. adjusting secondary beam beats: after the system is placed, a gap is reserved between the secondary beam beat and the steel pile, the secondary beam beat is manually moved to the pile side, the steel pile is tightly held, a leveling instrument and a total station are used for measuring and paying off, and the elevation of the system is adjusted by adjusting the nut on the upper part of the finish rolling screw steel;
4. pouring pile cap concrete: installing a pile cap template, and performing pouring construction of pile cap concrete after checking;
5. and (3) disassembly: loosening the main beam steel rectangular frame: loosening nuts at the upper part of the finish rolling screw steel, sinking the secondary beam beats and the main beam steel rectangular frame together, and loosening the secondary beam beats and the pile cap bottom by more than 30 cm; using a crane to laterally extract secondary beam beats; and (3) using a crane to lift the main beam steel rectangular frame, wherein the main beam steel rectangular frame reaches the shoulder pole beam, and the shoulder pole beam is lifted together, so that the whole crane is lifted off.
The beneficial effects of the invention are as follows: the invention can complete assembly on land, changes underwater operation into water operation, and cancels the operation of dismantling the section steel and the elastic bolts underwater; when the screw is removed, the nut on the upper part of the finish rolling screw steel is unscrewed, then the secondary beam is pulled out by a crane, and finally the whole rest device is lifted off; 2 pile caps can be cast at the same time. The installation and the disassembly are convenient and quick, the influence of the tide level is avoided, the construction efficiency is high, the investment of materials and equipment is reduced, and the construction cost is saved.
Drawings
FIG. 1 is a schematic front view of the present invention;
FIG. 2 is a schematic top view of the present invention;
FIG. 3 is a left-view enlarged schematic illustration of the present invention;
in the figure: 1-finish rolling deformed steel bars; 2-a shoulder pole beam; 3-pile core steel bar channel steel; 4-secondary beam beating; 5-a main beam; 6-a main beam steel rectangular frame; 7-steel piles; 8-pile core steel bars;
the drawings in the present invention are schematic, and their sizes and relative proportions are not represented by actual dimensions;
the embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Detailed Description
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
as shown in fig. 1 to 3, a pile cap integral anti-bottom hanging system comprises shoulder pole beams 2, girder steel rectangular frames 6 and secondary beam beats 4, wherein each girder steel rectangular frame 6 is a rectangular frame formed by connecting two parallel girders 5 and two parallel channel steels, two pairs of secondary beam beats 4 are arranged at the two ends of each primary beam steel rectangular frame 6, each secondary beam beat 4 comprises a plurality of parallel channel steels, the bottoms of the plurality of parallel channel steels are formed by welding I-steel, through holes for allowing steel piles 7 to pass are formed in the middle positions of one pair of secondary beam beats 4, the diameter of the through holes is larger than that of the steel piles 7, a group of pile core steel bar channel steels 3 are respectively arranged above each pair of secondary beam beats 4, each group of pile core steel bar channel steels 3 comprises a plurality of pile core steel bar channel steels 3 parallel to the girders 5, the pile core steel bar channel steels 3 are reversely buckled at the tops of the pile core steel bars 8 of the steel piles 7 and are in spot welding connection, two shoulder pole beams 2 perpendicular to the girders 5 are respectively arranged on each group of pile core steel bar channel steels 3, two ends of each shoulder pole beam 2 are respectively penetrated with vertical threaded steel bars 1, the finish rolling nuts 1 pass through the two shoulder pole beams 2 and the two shoulder pole beams 2 are positioned on the other threaded nuts 2, and the two shoulder pole beams are positioned on the other threaded nuts 2 and are positioned on the other threaded nuts 2.
The main beam 5 is formed by welding two side-by-side I-steel.
The shoulder pole beam 2 is formed by welding two side-by-side I-steel.
The two I-beams of the shoulder pole beam 2 are connected through a plurality of steel plates, and the steel plates are welded with the two I-beams respectively.
The distance between the main beams 5 is 0.5mm larger than the diameter of the pile caps to be poured.
The groove steel gaps of the secondary beam beats 4 are embedded with battens.
The outer diameter of the finish rolled deformed steel bar 1 was 25mm.
The invention also provides a use method of the pile cap integral reverse bottom hanging system, which comprises the following steps:
1. splicing on land: placing the main beam steel rectangular frame 6 on a 20 multiplied by 20cm square, and placing the two shoulder pole beams 2 on the corresponding positions of the main beam steel rectangular frame 6 according to the space size of the steel piles 7; then the four secondary beam beats 4 are put on the two sides of the shoulder pole beam 2 in two groups; then, the finish rolling deformed steel bars 1 pass through the shoulder pole beam 2 and the main beam steel rectangular frame 6, and the nut spacing fastened up and down is calculated and determined by the pile cap bottom elevation and the pile core steel bar 8 top elevation; reversely buckling the pile core steel bar channel steel 3 on the pile core steel bar 8, and spot welding and fixing;
2. hoisting: after the system is spliced on land, hoisting is carried out by using a crane, and a hoisting point is arranged on the girder steel rectangular frame 6; during the lifting process, the finish rolling deformed steel bar 1 slowly slides down until the whole is lifted, and the upper nut is clamped on the shoulder pole beam 2; lifting the system to the position above the pile position, slowly lowering the system, and enabling the shoulder pole beam 2 to contact the pile core steel bar channel steel 3 at first; continuing to lower the system, and sinking the secondary girder beats 4 and the main girder steel rectangular frame 6 together until the secondary girder steel rectangular frame is lowered to the bottom nut;
3. adjusting secondary beam beats 4: after the system is placed, a certain gap is reserved between the secondary beam beat 4 and the steel pile 7, the secondary beam beat 4 is manually moved to the pile side, the steel pile 7 is tightly held, a leveling instrument and a total station are used for measuring and paying off, and the elevation of the system is adjusted by adjusting the nut on the upper part of the finish rolling screw thread steel 1;
4. pouring pile cap concrete: installing a pile cap template, and performing pouring construction of pile cap concrete after checking;
5. and (3) disassembly: loosening the main beam steel rectangular frame 6: loosening the nut at the upper part of the finish rolling screw steel 1, sinking the secondary beam beat 4 and the main beam steel rectangular frame 6 together, and loosening the secondary beam beat 4 and the pile cap bottom by more than 30 cm; using a crane to draw out the secondary beam beats 4 from the lateral direction; and the crane is used for lifting the main beam steel rectangular frame 6, the main beam steel rectangular frame 6 reaches the shoulder pole beam 2, and the shoulder pole beam 2 is lifted together, so that the whole crane is lifted off.
While the invention has been described above with reference to the accompanying drawings, it will be apparent that the invention is not limited to the above embodiments, but is intended to cover various modifications, either made by the method concepts and technical solutions of the invention, or applied directly to other applications without modification, within the scope of the invention.
Claims (5)
1. The utility model provides a pile cap wholly hangs end system in reverse, a serial communication port, including shoulder pole roof beam (2), girder steel rectangular frame (6), secondary beam beat (4), girder steel rectangular frame (6) are by two parallel girders (5) and two parallel channel-section steel connection enclose the rectangle frame, both ends on girder steel rectangular frame (6) are arranged in to two pairs of secondary beam beat (4), secondary beam beat (4) include a plurality of parallel channel-section steel, a plurality of parallel channel-section steel bottoms are through I-steel welding formation, the intermediate position of a pair of secondary beam beat (4) is equipped with the through-hole that supplies steel pile (7) to pass, the diameter of through-hole is greater than the diameter of steel pile (7), each secondary beam beat (4) top is equipped with a set of stake core steel channel-section steel (3) respectively, stake core steel channel-section steel (3) of every group pile core steel channel-section steel (3) are including a plurality of being on a parallel with girder (5), stake core steel (8) top and spot welding connection of stake (7), be equipped with on every group pile core steel (3) and pass screw nut (2) on two perpendicular shoulder pole girders (2) and two screw nuts (1) are all crossed in the finish rolling, two shoulder pole (2) are located on the vertical shoulder pole roof beam (1), the other nut is positioned under the main beam (5); the main beam (5) is formed by welding two side-by-side I-steel; the shoulder pole beam (2) is formed by welding two side-by-side I-steel.
2. The pile cap integral reverse bottom hanging system according to claim 1, characterized in that two I-steel of the shoulder pole beam (2) are connected through a plurality of steel plates, and the steel plates are welded with the two I-steel respectively.
3. Pile cap integrated counter-lifting system according to claim 1, characterized in that the distance between girders (5) is 0.5mm larger than the diameter of the pile cap to be poured.
4. The pile cap integral reverse bottom hanging system according to claim 1, characterized in that the battens are embedded between the channel steel gaps of the secondary beam beats (4).
5. A method of using the pile cap integral counter-lifting system of any one of claims 1-4, comprising the steps of:
1. splicing on land: placing the main beam steel rectangular frame (6) on a 20 multiplied by 20cm square, and placing the two shoulder pole beams (2) at corresponding positions of the main beam steel rectangular frame (6) according to the space size of the steel piles (7); then, arranging four secondary beam beats (4) on two sides of the shoulder pole beam (2) in two groups; then, a finish rolling screw thread steel (1) penetrates through the shoulder pole beam (2) and the girder steel rectangular frame (6), and the nut spacing fastened up and down is determined by calculation of pile cap bottom elevation and pile core steel bar (8) top elevation; reversely buckling the pile core steel bar channel steel (3) to the pile core steel bar (8) and fixing the pile core steel bar channel steel by spot welding;
2. hoisting: after the system is spliced on land, hoisting is carried out by using a crane, and a hoisting point is arranged on a main beam steel rectangular frame (6); during the lifting process, the finish rolling deformed steel bar (1) slides downwards until the whole lifting is performed, and the upper nut is clamped on the shoulder pole beam (2); lifting the system above the pile position, lowering the system, and enabling the shoulder pole beam (2) to contact the pile core steel bar channel steel (3) at first; continuing to lower the system, and sinking the secondary girder beats (4) and the main girder steel rectangular frame (6) together until the secondary girder beats and the main girder steel rectangular frame are lowered to the bottom nut;
3. adjusting secondary beam beats (4): after the system is placed, gaps are reserved between the secondary beam beats (4) and the steel piles (7), the secondary beam beats (4) are manually moved to the pile side, the steel piles (7) are held tightly, a leveling instrument and a total station are used for measuring and paying off, and the elevation of the system is adjusted by adjusting nuts on the upper part of the finish rolling screw thread steel (1);
4. pouring pile cap concrete: installing a pile cap template, and performing pouring construction of pile cap concrete after checking;
5. and (3) disassembly: releasing the main beam steel rectangular frame (6): loosening nuts at the upper part of the finish rolling screw steel (1), sinking the secondary beam beats (4) and the main beam steel rectangular frame (6) together, and loosening the secondary beam beats (4) and the pile cap bottom by more than 30 cm; using a crane to draw out the secondary beam beats (4) from the side direction; and (3) using a crane to lift the main beam steel moment frame (6), wherein the main beam steel moment frame (6) reaches the shoulder pole beam (2) and brings the shoulder pole beam (2) together, so that the whole crane is lifted off.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810401640.1A CN108411847B (en) | 2018-04-28 | 2018-04-28 | Pile cap integral reverse bottom hanging system and use method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810401640.1A CN108411847B (en) | 2018-04-28 | 2018-04-28 | Pile cap integral reverse bottom hanging system and use method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108411847A CN108411847A (en) | 2018-08-17 |
| CN108411847B true CN108411847B (en) | 2024-01-09 |
Family
ID=63137176
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810401640.1A Active CN108411847B (en) | 2018-04-28 | 2018-04-28 | Pile cap integral reverse bottom hanging system and use method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108411847B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110306485A (en) * | 2019-05-15 | 2019-10-08 | 中交第四航务工程局有限公司 | A kind of adjacent wall top suspention beam type caisson wharf breastwork cast-in-place structural and method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4373837A (en) * | 1981-05-28 | 1983-02-15 | T. Y. Lin International | Pier with prestressed resiliant integral deck to absorb docking forces of ships |
| CN102864779A (en) * | 2012-10-25 | 2013-01-09 | 中铁上海工程局有限公司第五分公司 | Method for synchronously controlling sinking double-wall steel cofferdam by jack |
| CN103233432A (en) * | 2013-04-26 | 2013-08-07 | 济南城建集团有限公司 | Bailey beam reverse lifting support system and construction method thereof |
| CN105298099A (en) * | 2015-11-17 | 2016-02-03 | 中国建筑第八工程局有限公司 | Modular suspension type steel tube fastener scaffold operating platform and erecting method thereof |
| CN105926532A (en) * | 2016-05-25 | 2016-09-07 | 中交第航务工程局有限公司 | Technology for constructing shoulder pole beam reversely-suspended bottom on abutment |
| CN106638588A (en) * | 2017-01-18 | 2017-05-10 | 中交航局第工程有限公司 | Steel pipe pile cap bottom lifting device and mounting method thereof |
| CN206581226U (en) * | 2017-01-17 | 2017-10-24 | 中交一航局第一工程有限公司 | A kind of fender beam integral inverted hangs anchor ear system |
| CN208219546U (en) * | 2018-04-28 | 2018-12-11 | 中交一航局第一工程有限公司 | A kind of pile cover integral inverted hangs bottom system |
-
2018
- 2018-04-28 CN CN201810401640.1A patent/CN108411847B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4373837A (en) * | 1981-05-28 | 1983-02-15 | T. Y. Lin International | Pier with prestressed resiliant integral deck to absorb docking forces of ships |
| CN102864779A (en) * | 2012-10-25 | 2013-01-09 | 中铁上海工程局有限公司第五分公司 | Method for synchronously controlling sinking double-wall steel cofferdam by jack |
| CN103233432A (en) * | 2013-04-26 | 2013-08-07 | 济南城建集团有限公司 | Bailey beam reverse lifting support system and construction method thereof |
| CN105298099A (en) * | 2015-11-17 | 2016-02-03 | 中国建筑第八工程局有限公司 | Modular suspension type steel tube fastener scaffold operating platform and erecting method thereof |
| CN105926532A (en) * | 2016-05-25 | 2016-09-07 | 中交第航务工程局有限公司 | Technology for constructing shoulder pole beam reversely-suspended bottom on abutment |
| CN206581226U (en) * | 2017-01-17 | 2017-10-24 | 中交一航局第一工程有限公司 | A kind of fender beam integral inverted hangs anchor ear system |
| CN106638588A (en) * | 2017-01-18 | 2017-05-10 | 中交航局第工程有限公司 | Steel pipe pile cap bottom lifting device and mounting method thereof |
| CN208219546U (en) * | 2018-04-28 | 2018-12-11 | 中交一航局第一工程有限公司 | A kind of pile cover integral inverted hangs bottom system |
Non-Patent Citations (3)
| Title |
|---|
| 现浇桩帽施工工艺;刘亮;;珠江水运(第07期);全文 * |
| 钢套箱围堰设计及在深水高桩承台中的应用;韩涛;;高速铁路技术(第04期);全文 * |
| 高桩码头桩芯桩帽施工工艺及施工方法;姜英茂;;丹东海工(第00期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108411847A (en) | 2018-08-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109295982B (en) | Construction method of steel sleeve box for underwater girder tying | |
| CN106638588B (en) | Steel pipe pile cap bottom hanging device and installation method thereof | |
| JP2023546279A (en) | Lifting device for bridge water surface pile tie beam and its construction method | |
| CN111075223A (en) | Jacking construction method and jacking device for house reinforcement and deviation rectification | |
| CN108411847B (en) | Pile cap integral reverse bottom hanging system and use method thereof | |
| CN109440724B (en) | Installation method of cast-in-place beam template suspension support system of high-pile wharf | |
| CN202658590U (en) | Integral assembled drilling platform | |
| CN216275237U (en) | Offshore large-volume pier finish rolling thread hanging bottom combined platform | |
| CN211849246U (en) | Reverse hoisting system suitable for high-pile wharf | |
| CN102587377B (en) | Drop hammer type pile sinking device and pile sinking method thereof | |
| CN209975509U (en) | Pile foundation steel reinforcement cage adjusting and positioning device | |
| CN116290911A (en) | Post-pouring belt supporting device and construction method thereof | |
| CN211849552U (en) | Pile cap reverse hoisting construction device | |
| CN208219546U (en) | A kind of pile cover integral inverted hangs bottom system | |
| CN114411699A (en) | Auxiliary device for steel pipe pile construction and construction method | |
| CN212562432U (en) | Connecting device of automatic lifting scaffold | |
| CN209907399U (en) | Steel constructs straightness control stop device that hangs down of post | |
| CN210127028U (en) | Gantry crane end well track beam and gantry crane end well track mounting assembly | |
| CN208472690U (en) | A kind of cushion cap system | |
| CN113738156A (en) | Temporary support structure in limited space and dismantling method thereof | |
| CN112302028A (en) | A guider that is used for double-walled steel cofferdam to transfer location | |
| CN215107369U (en) | Roof suspension type early-dismantling system | |
| CN215252626U (en) | Cast-in-place surface course construction reverse hoisting system suitable for high-pile wharf | |
| CN220353079U (en) | Support location adjustable support | |
| CN212193742U (en) | Concrete cutting platform |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |