CN110042796A - A kind of New-Type Wharf construction method suitable for batholith - Google Patents
A kind of New-Type Wharf construction method suitable for batholith Download PDFInfo
- Publication number
- CN110042796A CN110042796A CN201910376102.6A CN201910376102A CN110042796A CN 110042796 A CN110042796 A CN 110042796A CN 201910376102 A CN201910376102 A CN 201910376102A CN 110042796 A CN110042796 A CN 110042796A
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- construction
- harbour
- batholith
- construction time
- foundation pit
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- 238000010276 construction Methods 0.000 title claims abstract description 72
- 239000011435 rock Substances 0.000 claims abstract description 23
- 238000004880 explosion Methods 0.000 claims abstract description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 17
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims abstract description 7
- 239000010959 steel Substances 0.000 claims abstract description 7
- 239000000835 fiber Substances 0.000 claims description 3
- 230000008595 infiltration Effects 0.000 claims description 3
- 238000001764 infiltration Methods 0.000 claims description 3
- 239000008267 milk Substances 0.000 claims description 3
- 210000004080 milk Anatomy 0.000 claims description 3
- 235000013336 milk Nutrition 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 10
- 238000009434 installation Methods 0.000 abstract description 8
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 5
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 5
- 238000005266 casting Methods 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000003786 synthesis reaction Methods 0.000 description 1
- 238000004642 transportation engineering Methods 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
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Revetment (AREA)
Abstract
The invention discloses a kind of New-Type Wharf construction method suitable for batholith, construction procedures are as follows: 1) according to certain land reef explosion of the gradient, forms the construction time foundation pit with dry work condition, and gutter is arranged；2) steel form is installed, plain concrete is poured, forms vertivcal quay wall；3) pouring reinforcement concrete lattice girder, and anchor pole is installed；4) affiliated facilities such as rubber fender, bollard and shield wheel bank are installed；5) land and water reef explosion combination is used, the rock mass of wharf apron is removed, forms basin.The present invention forms construction time foundation pit by land reef explosion first, then construction harbour wall in foundation pit in dry condition, lattice girder is carried out again to pour and the installation of anchor pole, it finally removes the rock mass on front side of harbour and forms basin, difficulty of construction and construction cost are significantly reduced, working procedure is simplified and shortens the construction period.
Description
Technical field
The present invention relates to water transport engineering project technical fields, and in particular to a kind of Wharf Construction method suitable for batholith.
Background technique
For the Wharf Construction of traditional batholith geologic province, usually first reef explosion excavates to form basin and harbour foundation trench, then
It is laid with rubble-mound foundation, then installation gravity caisson or box structure waterborne, forms vertivcal quay wall, top cast in place reinforced bar
Concrete breastwork, dock structure rear backfill block stone.The method has the following disadvantages, first, reef explosion range needs to meet caisson
Or the overall dimension of box structure, thus reef explosion amount is larger；Second, caisson or box structure need to meet stability requirement, institute
Need the amount of reinforcing bar and concrete more, and rear backfill block stone dosage is larger；The prefabricated needs of third, caisson or square are special
Prefabricated place, and installation waterborne needs large lifting equipment, the construction period is affected by natural conditions such as stormy waves.In synthesis
It states, it is bad that the Wharf Construction method of traditional batholith geologic province is long there are the construction period, working procedure is cumbersome, project cost is higher etc.
Gesture.
Summary of the invention
The technical problem to be solved by the present invention is in view of the drawbacks of the prior art, provide, a kind of arrangement and method for construction is more reasonable, applies
Work difficulty is lower, cost is smaller, working procedure is simpler, suitable for the New-Type Wharf construction method of batholith.
In order to solve the above technical problems, the present invention adopts the following technical scheme: a kind of New-Type Wharf suitable for batholith is applied
Work method, the Wharf Construction is on rock mass comprising has concrete wall and harbour face, harbour face is located at the top of concrete wall
Face, it is characterised in that: construction method carries out according to the following steps,
1) land reef explosion is carried out higher than the position of construction time water level on the protolith upper thread of rock mass, being formed has dry work
The construction time foundation pit of condition, and gutter is set in construction time bottom of foundation ditch；
2) steel form is installed, plain concrete is poured, forms the harbour concrete wall of vertical type；
3) pouring reinforcement concrete lattice girder, and anchor pole is installed, anchored lattice girder by anchor pole and forms entire coagulation
The anchor structure of cob wall body；
4) affiliated facility is installed, including rubber fender, bollard and shield wheel bank, rubber fender are located at wharf apron line
Front, bollard and shield wheel bank are located on harbour face；
5) land and water reef explosion combination is used, the remaining rock mass in front of harbour is removed, forms basin.
In step 1), construction time foundation pit is formed by with dry work condition, and the side Qi Hai rock mass top mark height is higher than
The appropriate more unrestrained requirement highly to meet the construction time of construction time water level；The gutter being arranged in foundation pit is to meet construction time rain
The drainage requirement of water, construction time water, infiltration etc..
In step 2), placement layer by layer harbour concrete wall, and routinely ratio from bottom to top when pouring plain concrete
Add anti-crack fiber；Bolthole is reserved in casting process, for installing anchor pole.
In step 3), according to the sequence of concrete wall work progress, layer-by-layer pouring reinforcement concrete lattice girder；Installation
Anchor pole applies prestressed stretch-draw anchorage, and is in the milk and forms prestressing force anchorage structures, can all remove after the installation is completed to anchor pole
Lower one of steel form.
Further, each armored concrete lattice girder is vertical and horizontal intersection construction, and an anchor pole is arranged in each infall, is formed
Strict anchor structure.
Further, each anchor pole is inserted in the subsequent rock mass of land side reef explosion side slope, to provide to concrete wall
Anchor pulling force.
Basin is collectively formed in the remainder for removing part and construction time foundation pit in front of harbour after remaining rock mass, and constructs
On the one hand the remainder of phase foundation pit other than plaing a part of to provide construction space, is on the other hand removed in reef explosion and is remained in front of harbour
It can provide protective zone when remaining rock mass；The bottom surface elevation of basin and the bottom surface elevation of construction time foundation pit are identical, and gutter is lower than
Basin bottom surface elevation.
The present invention forms construction time foundation pit by land reef explosion first, harbour wall of then constructing in foundation pit, then carries out
The construction and installation of lattice girder and anchor pole after waiting harbours to form, finally blow the rock mass in front of harbour again and form basin, thus
The defect of elder generation's reef explosion excavation, rear installation wall body structure, has significantly simplified working procedure, has reduced when avoiding traditional Wharf Construction
Construction volume and construction cost, and can shorten the construction period, while the stability of structure can also be improved.
Detailed description of the invention
Fig. 1 is the diagrammatic cross-section of Wharf Construction process of the present invention；
Fig. 2 is harbour elevational schematic view of the present invention.
In figure, 1 is rock mass, and 2 be construction time foundation pit, and 31 be basin bottom, and 32 be harbour face, and 33 be wharf apron line, and 4 be row
Ditch, 5 be concrete wall, and 6 be lattice girder, and 7 be anchor pole, and 81 be rubber fender, and 82 be bollard, and 83 be shield wheel bank.
Specific embodiment
In the present embodiment, referring to Figures 1 and 2, the New-Type Wharf construction method suitable for batholith, according to the following steps into
Row,
1) land reef explosion is carried out higher than the position of construction time water level on the protolith upper thread of rock mass 1, is formed to have and is applied dryly
The construction time foundation pit 2 of work condition, and gutter 4 is set in 2 bottom of construction time foundation pit；
2) steel form is installed, plain concrete is poured, forms the harbour concrete wall 5 of vertical type；
3) pouring reinforcement concrete lattice girder 6, and anchor pole 7 is installed, anchored lattice girder 6 by anchor pole 7 and is formed is entire
The anchor structure of concrete wall 5；
4) affiliated facility, including rubber fender 81, bollard 82, shield wheel bank 83 etc. are installed, rubber fender 81 is located at harbour
The front of frontal line 33, bollard 82 and shield wheel bank 83 are located on harbour face 32；
5) land and water reef explosion combination is used, the remaining rock mass 1 in front of harbour is removed, forms basin.
In step 1), construction time foundation pit 2 is formed by with dry work condition, and the side Qi Hai rock mass top mark height is higher than
The appropriate more unrestrained requirement highly to meet the construction time of construction time water level；The gutter 4 being arranged in foundation pit is to meet construction time rain
The drainage requirement of water, construction time water, infiltration etc..
In step 2), placement layer by layer harbour concrete wall 5, and routinely ratio from bottom to top when pouring plain concrete
Add anti-crack fiber；Bolthole is reserved in casting process, for installing anchor pole 7.
In step 3), according to the sequence of 5 work progress of concrete wall, layer-by-layer pouring reinforcement concrete lattice girder 6；Peace
Anchor pole 7 is filled, applies prestressed stretch-draw anchorage, and be in the milk and form prestressing force anchorage structures, all after the installation is completed can to anchor pole 7
Remove lower one of steel form.
Each armored concrete lattice girder 6 is vertical and horizontal intersection construction, and an anchor pole 7 is arranged in each infall, is formed strict
Anchor structure.
Each anchor pole 7 is inserted in the subsequent rock mass 1 of land side reef explosion side slope, to provide the anchor drawing to concrete wall 5
Power.
Basin is collectively formed in the remainder for removing part and construction time foundation pit 2 in front of harbour after remaining rock mass 1, and applies
The remainder one side of duration foundation pit 2 is other than plaing a part of to provide construction space, on the other hand before harbour is removed in reef explosion
It can provide protective zone when side's residue rock mass；31 elevation of basin bottom is identical as the bottom surface elevation of construction time foundation pit 2, and gutter 4
Lower than basin bottom surface elevation.
The above has been described in detail, described above, is only a preferred embodiment of the present invention, when cannot
It limit the scope of implementation of the present invention, i.e., it is all according to the made equivalent changes and modifications of the application range, it should still belong to covering scope of the present invention
It is interior.
Claims (7)
1. a kind of New-Type Wharf construction method suitable for batholith, the Wharf Construction is on rock mass comprising has concrete wall
With harbour face, harbour face is located at the top surface of concrete wall, it is characterised in that: and construction method carries out according to the following steps,
1) land reef explosion is carried out higher than the position of construction time water level on the protolith upper thread of rock mass, being formed has dry work condition
Construction time foundation pit, and construction time bottom of foundation ditch be arranged gutter；
2) steel form is installed, plain concrete is poured, forms the harbour concrete wall of vertical type；
3) pouring reinforcement concrete lattice girder, and anchor pole is installed, anchored lattice girder by anchor pole and forms entire concrete walls
The anchor structure of body；
4) affiliated facility is installed, including rubber fender, bollard and shield wheel bank, rubber fender are being located at wharf apron line just
Face, bollard and shield wheel bank are located on harbour face；
5) land and water reef explosion combination is used, the remaining rock mass in front of harbour is removed, forms basin.
2. the New-Type Wharf construction method according to claim 1 suitable for batholith, it is characterised in that: in step 1),
Construction time foundation pit is formed by with dry work condition, and the side Qi Hai rock mass top mark height be higher than the appropriate height of construction time water level with
Meet the more unrestrained requirement of construction time；The gutter being arranged in foundation pit to meet construction time rainwater, construction time water, infiltration row
Water requirement.
3. the New-Type Wharf construction method according to claim 1 suitable for batholith, it is characterised in that: in step 2),
Placement layer by layer harbour concrete wall from bottom to top when pouring plain concrete, and routinely ratio adds anti-crack fiber；It poured
Bolthole is reserved in journey.
4. the New-Type Wharf construction method according to claim 1 suitable for batholith, it is characterised in that: in step 3),
According to the sequence of concrete wall work progress, layer-by-layer pouring reinforcement concrete lattice girder；Anchor pole is installed, prestressed stretch-draw is applied
Anchorage, and be in the milk and form prestressing force anchorage structures, it is all installed to anchor pole and removes lower one of steel form.
5. the New-Type Wharf construction method according to claim 1 suitable for batholith, it is characterised in that: each armored concrete
Lattice girder is vertical and horizontal intersection construction, and an anchor pole is arranged in each infall.
6. the New-Type Wharf construction method according to claim 1 suitable for batholith, it is characterised in that: each anchor pole is inserted
Enter in the subsequent rock mass of land side reef explosion side slope.
7. the New-Type Wharf construction method according to claim 1 suitable for batholith, it is characterised in that: remove in front of harbour
Basin, the bottom surface elevation and construction time foundation pit of basin is collectively formed in the remainder of part and construction time foundation pit after remaining rock mass
Bottom surface elevation it is identical, and gutter be lower than basin bottom surface elevation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910376102.6A CN110042796A (en) | 2019-05-07 | 2019-05-07 | A kind of New-Type Wharf construction method suitable for batholith |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910376102.6A CN110042796A (en) | 2019-05-07 | 2019-05-07 | A kind of New-Type Wharf construction method suitable for batholith |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110042796A true CN110042796A (en) | 2019-07-23 |
Family
ID=67281072
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910376102.6A Pending CN110042796A (en) | 2019-05-07 | 2019-05-07 | A kind of New-Type Wharf construction method suitable for batholith |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110042796A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5622823B2 (en) * | 2012-10-16 | 2014-11-12 | みらい建設工業株式会社 | Quay construction |
| CN205134340U (en) * | 2015-11-24 | 2016-04-06 | 中国地质大学（武汉） | A structural system that is used for ecological bank protection of high cliff matter side slope |
| JP2016135984A (en) * | 2015-01-15 | 2016-07-28 | 寛治 ▲魚▼谷 | Revetment structure |
| CN207608879U (en) * | 2017-08-29 | 2018-07-13 | 中交天津港湾工程设计院有限公司 | A kind of novel caisson Vierendeel girder plank frame |
| CN207862857U (en) * | 2017-12-01 | 2018-09-14 | 广东航鑫咨询有限公司 | A kind of bank protection structure of harbour |
-
2019
- 2019-05-07 CN CN201910376102.6A patent/CN110042796A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5622823B2 (en) * | 2012-10-16 | 2014-11-12 | みらい建設工業株式会社 | Quay construction |
| JP2016135984A (en) * | 2015-01-15 | 2016-07-28 | 寛治 ▲魚▼谷 | Revetment structure |
| CN205134340U (en) * | 2015-11-24 | 2016-04-06 | 中国地质大学（武汉） | A structural system that is used for ecological bank protection of high cliff matter side slope |
| CN207608879U (en) * | 2017-08-29 | 2018-07-13 | 中交天津港湾工程设计院有限公司 | A kind of novel caisson Vierendeel girder plank frame |
| CN207862857U (en) * | 2017-12-01 | 2018-09-14 | 广东航鑫咨询有限公司 | A kind of bank protection structure of harbour |
Non-Patent Citations (2)
| Title |
|---|
| 中华人民共和国交通运输部: "《码头结构施工规范JTS215-2018》", 12 March 2018 * |
| 廖开文: "水下预裂爆破——岩基海岸建造码头岸壁的简便途径", 《海洋工程》 * |
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| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190723 |