CN203729255U - Box rib type gravity wharf structure - Google Patents
Box rib type gravity wharf structure Download PDFInfo
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- CN203729255U CN203729255U CN201420074900.6U CN201420074900U CN203729255U CN 203729255 U CN203729255 U CN 203729255U CN 201420074900 U CN201420074900 U CN 201420074900U CN 203729255 U CN203729255 U CN 203729255U
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- rear wall
- wharf structure
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- 230000005484 gravity Effects 0.000 title claims abstract description 24
- 238000010276 construction Methods 0.000 abstract description 16
- 238000013461 design Methods 0.000 abstract description 6
- 238000005192 partition Methods 0.000 abstract 4
- 238000004458 analytical method Methods 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 5
- 239000002131 composite material Substances 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000010205 computational analysis Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000000205 computational method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 210000001370 mediastinum Anatomy 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
The utility model discloses a box rib type gravity wharf structure and aims at providing a box rib type gravity wharf structure which has a characteristic of good integrity of a caisson wharf structure and a characteristic of small construction amount of a buttressed wharf structure and can fully play the stress performance of members. The technical scheme is that the box rib type gravity wharf structure comprises a base plate, wherein a front wall and a rear wall are vertically arranged on the base plate and arranged in parallel, multiple parallelly-arranged front partition plates are arranged between the front wall and the rear wall, and multiple parallelly-arranged rear partition plates are arranged between the base plate and the rear wall. The axis positions of the front partition plates and the rear partition plates are identical, and the box rib type gravity wharf structure belongs to the technical field of wharf design.
Description
Technical field
The utility model discloses a kind of dock structure, and specifically, a kind of gravity dock structure of case rib formula, belongs to harbour design field.
Background technology
Gravity type quay is one of main structural shape of wharf construction, its good integrity, firm in structure durable, and maintenance capacity is few, stronger to larger point load compliance.Gravity type quay mainly comprises concrete block quay wall, caisson wharf, buttressed quay wall and other pattern harbours (cylindrical structure etc.).Wherein caisset good integrity, the relative buttress structure of member stress is less, and can be good at adapting to the very large situation of extra large siding track load (container terminal), but its engineering quantity is relatively large, and cost is relatively high, is generally applicable to large pier engineering; Buttressed quay wall structural integrity is slightly poor compared with caisson wharf, and front panel and floor are stressed larger, and for the larger situation of extra large siding track load (container terminal), its member stress is bad, but buttressed quay wall engineering quantity is relatively little, cost is relatively low, is generally applicable to middle-size and small-size Wharf Engineering.
Nowadays, along with the minimizing day by day of global resources, how in Process of Engineering Construction, better to economize on resources, improve the utilization rate of resource and cut the waste, become one new problem of pendulum in face of project planner.For reducing caisson wharf engineering quantity, reach the object that reduces cost, how to utilize buttress structure pattern feature simultaneously, solve it and be applied to the larger problem of internal force in large pier structure, be the focus of scholar's research.
Utility model content
For the problems referred to above, the purpose of this utility model is to provide the good feature of a kind of existing caisson wharf structural integrity, has again the less feature of buttressed quay wall Structural Engineering amount, can give full play to the gravity dock structure of the case rib formula of the stress performance of each member.
For solving the problems of the technologies described above, the technical scheme that the utility model provides is such: the gravity dock structure of this case rib formula, comprise base plate, on base plate, be vertically provided with front wall and Hou Qiang, described front wall and Hou Qiang be arranged in parallel, between front wall and rear wall, be provided with multiple front dividing plates that are arranged in parallel, between described adjacent two front dividing plate base plates and rear wall, be provided with multiple rear bulkheads that are arranged in parallel, the axial location of front dividing plate and rear bulkhead is identical.
The gravity dock structure of above-mentioned case rib formula, one end of described rear bulkhead is arranged on the edge of base plate, and the other end is arranged on the top of rear wall.
Further, the gravity dock structure of above-mentioned case rib formula, described adjacent two front dividing plates and front-back wall form front storehouse lattice, and the front dividing plate at two ends and front-back wall form filter chamber.
Further, the gravity dock structure of above-mentioned case rib formula, described front wall, Hou Qiang, front dividing plate and rear bulkhead are connected by chamfering respectively and between base plate.
Compared with prior art, the technical scheme that the utility model provides, tool has the following advantages:
A) structure has had the advantage of Gravity Type Casisson Berth structure and buttressed quay wall structure concurrently, has ensured the globality of structure, takes full advantage of again the loading characteristic of each member, has very significantly reduced engineering quantity, effectively reduces construction costs; Promote to a great extent dock structure to reducing cost, economize on resources, improve the future development of resource utilization.
B) front storehouse lattice structure is made as a whole shared horizontal wave force, soil pressure and very large vertical load (track load etc.), and with respect to buttressed quay wall structure, stressed more reasonable, globality is better;
C) for large pier, with respect to not too applicable buttressed quay wall structure, the front storehouse lattice piece of new composite structure is stressed less, and in the situation that can meeting code requirement, reliability is higher;
D) after, rib structure is as the syndeton of front storehouse lattice and base plate, take full advantage of buttress structure loading characteristic, cancelled the rear storehouse lattice structure such as rear wall and posterior mediastinum wall of conventional caisson, given full play to the stress performance of member, significantly reduce engineering quantity, effectively reduced construction costs;
E) with respect to conventional caisset, in new composite structure caisson, backfill significantly reduces, and speed of application is faster.
Brief description of the drawings
Fig. 1 is case rib structure schematic perspective view of the present utility model;
Fig. 2 is case rib structure floor map of the present utility model;
Fig. 3 is case rib structure generalized section of the present utility model;
Wherein: base plate 1, front wall 2, rear wall 3, front dividing plate 4, rear bulkhead 5, front storehouse lattice 6, filter chamber 7, chamfering 8, front toe 9.
Detailed description of the invention
For further understanding utility model content of the present utility model, feature and effect, below in conjunction with specific embodiment and explanation explanation, the particular content of utility model is described in further detail, but any restriction of the present utility model not in pairs.
Embodiment 1
The gravity dock structure of a kind of case rib formula that the utility model provides, consults Fig. 1 to Fig. 3, comprises base plate 1, and base plate 1 is as basis and the rock-steady structure of total, and its width is directly determined by Calculation Anaysis for Tunnel Structure.The front end of base plate 1 is provided with front toe 9.On base plate 1, be vertically provided with front wall 2 and rear wall 3, described front wall 2 and rear wall 3 be arranged in parallel, between front wall 2 and rear wall 3, be provided with multiple front dividing plates 4 that are arranged in parallel, the spacing between adjacent front dividing plate 4 can be similar with conventional caisset between two, passes through calculative determination.And two adjacent front dividing plates 4 form front storehouse lattice 6 with front-back wall, the front dividing plate 4 at two ends forms filter chamber 7 with front-back wall.Wherein, front storehouse lattice 6 are the foundation structure of dash, soil-baffling structure and the upper load (track load etc.) of dock wall.For buttressed quay wall, if for large-sized deep water harbour, its front panel should be born soil-baffling structure, bear again the very large vertical track load of wave force and inner side earth pressue at rest effect and top outside very large level, because wallboard height is very high, this thin wall construction is difficult to meet design requirement, and globality, reliability are very poor.Therefore the utility model proposes front side and adopt front storehouse lattice 6, can keep off soil, bear again horizontal loading and the very large vertical track loads such as very large wave force, soil pressure, there is good globality, front storehouse lattice 6 sizes can, according to the height adjustment of harbour, can arrange one to multiple cells according to construction ability along harbour length direction.
Between base plate 1 and rear wall 3, be provided with multiple rear bulkheads that are arranged in parallel 5, wherein, one end of described rear bulkhead 5 is arranged on the edge of base plate 1, and the other end is arranged on rear wall 3 tops.It is rear bulkhead 5 that rear side adopts rib type structure, reduces the stressed of base plate and front cell, and the height of rear bulkhead 5 can be determined according to Force Calculation, rear bulkhead 5 setting corresponding to front dividing plate 4.
For the stability of installing, between front wall 2, rear wall 3, front dividing plate 4 and rear bulkhead 5 and base plate 1, chamfering 8 is set and is connected.
The technical scheme providing in order better to realize the utility model, provides all parts below and calculates theoretical method and construction technology:
The theory of computation
A) base load and Load Combination
Load Combination under computational methods and the various state of the service loads such as the suffered soil pressure of structure, residue water pressure, wave load, ocean current load, seismic load, ship load, technique load, can carry out with reference to port works relevant specification.
B) design and calculation
Structure stress analysis comprises operating period structure anti-incline Anti-Slide Stability Analysis, base top stress and bearing capacity of foundation and Internal Forces Analysis and construction period stability analysis.
Operating period structure is anti-, and incline Anti-Slide Stability Analysis, base top stress and bearing capacity of foundation and construction period stability analysis can check according to " gravity type quay design and construction specification " (JTS 167-2-2009).
Internal Forces Analysis can be set up block mold and carry out computational analysis, after also can simplifying, each structural element is considered respectively, carries out computational analysis according to related specifications.Computational tool can adopt common finite element software, as ANSYS etc., calculates content and mainly comprises component internal force, structure position changing etc.
Construction technology
This case rib structure is as the one of Gravity harf structure, and its construction technology and conventional gravity type quay are similar, and master operation is as follows:
A) first carry out the prefabricated of new composite structure large scale prefabricated, mainly comprise the design and construction, steel mesh reinforcement making, concreting of template etc.In concreting, especially after counterfort when the concreting of the key position such as floor, need the strict construction quality of controlling;
B) gravity structure foundation trench excavation is carried out by designing and calculating requirement in scene;
C) carry out bedding jackstone, compacting and leveling;
D) new composite structure go out fortune, location with installation;
E) in structure and the backfill of rear, form land-based area, finally carry out Superstructure Construction and top ancillary facility is installed.
This structure is particularly useful for possessing the large pier engineering of dry work condition.
Although by reference to the accompanying drawings preferred embodiment of the present utility model is described above; but the utility model is not limited to above-mentioned detailed description of the invention; above-mentioned detailed description of the invention is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; not departing from the scope situation that the utility model aim and claim protect, can also make the concrete conversion of a lot of forms, within these all belong to protection domain of the present utility model.
Claims (4)
1. the gravity dock structure of a case rib formula, comprise base plate (1), it is characterized in that, on base plate (1), be vertically provided with front wall (2) and rear wall (3), described front wall (2) and rear wall (3) be arranged in parallel, between front wall (2) and rear wall (3), be provided with multiple front dividing plates (4) that are arranged in parallel, between base plate (1) and rear wall (3), be provided with multiple rear bulkheads that are arranged in parallel (5), front dividing plate (4) is identical with the axial location of rear bulkhead (5).
2. the gravity dock structure of case rib formula according to claim 1, is characterized in that, one end of described rear bulkhead (5) is arranged on the edge of base plate (1), and the other end is arranged on the top of rear wall (3).
3. the gravity dock structure of case rib formula according to claim 1, is characterized in that, described adjacent two front dividing plates (4) form front storehouse lattice (6) with front-back wall, and the front dividing plate (4) at two ends forms filter chamber (7) with front-back wall.
4. the gravity dock structure of case rib formula according to claim 1, is characterized in that, described front wall (2), rear wall (3), front dividing plate (4) and rear bulkhead (5) are connected by chamfering (8) respectively and between base plate (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420074900.6U CN203729255U (en) | 2014-02-21 | 2014-02-21 | Box rib type gravity wharf structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420074900.6U CN203729255U (en) | 2014-02-21 | 2014-02-21 | Box rib type gravity wharf structure |
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| Publication Number | Publication Date |
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| CN203729255U true CN203729255U (en) | 2014-07-23 |
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| CN201420074900.6U Expired - Lifetime CN203729255U (en) | 2014-02-21 | 2014-02-21 | Box rib type gravity wharf structure |
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| CN (1) | CN203729255U (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863398A (en) * | 2015-05-12 | 2015-08-26 | 中国五洲工程设计集团有限公司 | Stressed wallboard structure for open and super-deep pool |
| CN105672199A (en) * | 2016-03-25 | 2016-06-15 | 中交第三航务工程勘察设计院有限公司 | Wharf structure suitable for silt coast and construction method of wharf structure |
| CN106192880A (en) * | 2016-07-26 | 2016-12-07 | 东南大学 | The box harbour of L-type and method of construction thereof |
| CN107119627A (en) * | 2017-04-28 | 2017-09-01 | 中交第四航务工程勘察设计院有限公司 | The Gravity harf structure that a kind of counterfort is combined with caisson |
| CN107268527A (en) * | 2017-06-23 | 2017-10-20 | 交通运输部天津水运工程科学研究所 | Man-made island shore protection safeguard structure |
| CN107326859A (en) * | 2017-07-18 | 2017-11-07 | 中交第三航务工程勘察设计院有限公司 | Arch form counterfort vertivcal quay structure |
| CN108343026A (en) * | 2018-03-14 | 2018-07-31 | 中交四航局港湾工程设计院有限公司 | A kind of load retaining wall buttressed quay wall structure |
-
2014
- 2014-02-21 CN CN201420074900.6U patent/CN203729255U/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104863398A (en) * | 2015-05-12 | 2015-08-26 | 中国五洲工程设计集团有限公司 | Stressed wallboard structure for open and super-deep pool |
| CN105672199A (en) * | 2016-03-25 | 2016-06-15 | 中交第三航务工程勘察设计院有限公司 | Wharf structure suitable for silt coast and construction method of wharf structure |
| CN105672199B (en) * | 2016-03-25 | 2018-04-17 | 中交第三航务工程勘察设计院有限公司 | A kind of dock structure and its construction method suitable for silt coast |
| CN106192880A (en) * | 2016-07-26 | 2016-12-07 | 东南大学 | The box harbour of L-type and method of construction thereof |
| CN106192880B (en) * | 2016-07-26 | 2018-07-20 | 东南大学 | The box harbour of L-type and its method of construction |
| CN107119627A (en) * | 2017-04-28 | 2017-09-01 | 中交第四航务工程勘察设计院有限公司 | The Gravity harf structure that a kind of counterfort is combined with caisson |
| CN107268527A (en) * | 2017-06-23 | 2017-10-20 | 交通运输部天津水运工程科学研究所 | Man-made island shore protection safeguard structure |
| CN107326859A (en) * | 2017-07-18 | 2017-11-07 | 中交第三航务工程勘察设计院有限公司 | Arch form counterfort vertivcal quay structure |
| CN108343026A (en) * | 2018-03-14 | 2018-07-31 | 中交四航局港湾工程设计院有限公司 | A kind of load retaining wall buttressed quay wall structure |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| ASS | Succession or assignment of patent right |
Owner name: CHINA HARBOUR ENGINEERING CO., LTD. Effective date: 20150504 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20150504 Address after: 510000 No. 161 Qianjin Road, Guangzhou, Guangdong, Haizhuqu District Patentee after: CCCC-FHDI ENGINEERING Co.,Ltd. Patentee after: CHINA HARBOUR ENGINEERING Co.,Ltd. Address before: 510000 No. 161 Qianjin Road, Guangzhou, Guangdong, Haizhuqu District Patentee before: CCCC-FHDI ENGINEERING Co.,Ltd. |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20140723 |