CN205530114U - To drawing formula steel pipe sheet pile wharf structure - Google Patents
To drawing formula steel pipe sheet pile wharf structure Download PDFInfo
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- CN205530114U CN205530114U CN201620242337.8U CN201620242337U CN205530114U CN 205530114 U CN205530114 U CN 205530114U CN 201620242337 U CN201620242337 U CN 201620242337U CN 205530114 U CN205530114 U CN 205530114U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 28
- 239000010959 steel Substances 0.000 title claims abstract description 28
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 18
- 239000000463 material Substances 0.000 claims abstract description 10
- 238000010276 construction Methods 0.000 claims abstract description 9
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 6
- 239000004576 sand Substances 0.000 claims abstract description 3
- 239000004567 concrete Substances 0.000 claims description 8
- 239000002344 surface layer Substances 0.000 claims description 7
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 239000011435 rock Substances 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 2
- 239000011372 high-strength concrete Substances 0.000 claims description 2
- 230000011218 segmentation Effects 0.000 claims description 2
- 239000002131 composite material Substances 0.000 claims 1
- 230000009466 transformation Effects 0.000 abstract description 11
- 230000005540 biological transmission Effects 0.000 abstract description 3
- 239000000945 filler Substances 0.000 abstract 1
- 239000004575 stone Substances 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 9
- 230000000694 effects Effects 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 238000011161 development Methods 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 3
- 239000010410 layer Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000002301 combined effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000007634 remodeling Methods 0.000 description 1
- 230000001131 transforming effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Abstract
The utility model discloses a to drawing formula steel pipe sheet pile wharf structure is become by preceding sheet -pile wall, anchorage stake wall, reinforcing pull rod and time filler component. Preceding sheet -pile wall by preceding wall king pile, preceding wall assist the stake, the breastwork is formed, preceding wall king pile and preceding wall assist the stake both through the hasp connection, the breastwork is cast -in -place reinforced concrete structure to based on the preceding wall king pile, but breastwork double as rail mounted handling equipment's preceding track roof beam. Anchorage stake wall is stake and wall integrated configuration, and the wall forms the anchorage system jointly based on the stake, but anchorage wall double as rail mounted handling equipment's back track roof beam. Connect through the reinforcing pull rod between preceding sheet -pile wall and the anchorage stake wall, form the drawknot structure, accomplish the transmission of power. The backfill can adopt materials such as block stone, medium coarse sand between preceding sheet -pile wall and the anchorage wall. The utility model has the characteristics of simple structure, the construction is fast, the investment economizes etc, be applicable to transformation or newly -built large -scale pier engineering under the complicated condition.
Description
Technical field
This utility model belongs to port engineering field, is specifically related to a kind of novel to pull-type steel pipe sheet pile dock structure.
Background technology
Along with maximization and the deep waterization development in berth of boats and ships, the requirement to dock structure is more and more higher, and the berth harbour grade built after the eighties in last century is on the low side, structure is thin, cannot adapt to the growth requirement of larger-sized vessel, progressively transform it.Generally old harbour transformation difficulty is big, berth grade height after transformation, construction condition are complicated and restricted many.Therefore, it is crucial for how transforming, selecting suitable Wharf Structural Scheme.
Conventional dock ship maximization remodeling method has: 1. true form head and shore approach structure entirely removed, dredge mud face, deep forward position, the newly-built harbour in original place, the method can meet and newly uses requirement, transformation thoroughly, but exist big to periphery Effects on Engineering, quantities is big, the high deficiency of investment cost.2. the old structure of part is removed, increase new construction, structures connection is integral, jointly play a role, the method also exists the problems such as old structure residual service life is limited, transformation difficulty is big, transformation is the most thorough, after transformation, mud face, newly-built harbour older wharf apron is deepened more, and linking and global slope stability to peripheral structure need to put into bigger expense to meet requirement.
In port engineering, conventional wharf structure has long piled wharf, sheet-pile wharf, gravity type quay, each class formation to have its suitability and own characteristic, can be used for newly-built or transforms in Wharf Engineering.High stake and gravity type quay have been applied to 10～30 ton large deep water berths；Conventional sheet-pile wharf applies in general to ton and reaches 10 tons with lower terminal, window shade sheet-pile wharf greatest level.Sheet-pile wharf development amplitude is slow all the time, and being primarily limited to sheet pile wall stress and the harbour discrepancy in elevation of banketing is geometric index relation, how to solve front sheet-piled wall and the structure stress of rear anchorage system, stable, deformation, is the key factor of restriction sheet-pile wharf development.
Summary of the invention
The technical problems to be solved in the utility model is to provide a kind of to pull-type steel pipe sheet pile dock structure, can be applicable to the transformation of complex condition or newly-built Wharf Engineering, berth grade up to 20 tons and more than, it is especially suitable for the big intermodal container terminal that gauge is bigger, also can play pull-up structure advantage when front and back's gauge is less.
This utility model is to be realized by following technical scheme:
A kind of to pull-type steel pipe sheet pile dock structure, it is made up of front sheet-piled wall, anchorage piling wall, reinforcing pull rod and backfill material.Front sheet-piled wall is laid in wharf apron, anchorage piling wall is arranged on and connects bank rear, and by reinforcing pull rod to drawing connection between front sheet-piled wall and anchorage piling wall, former revetment structure is between front sheet-piled wall and anchorage piling wall, front sheet-piled wall, anchorage piling wall rear are all filled with backfill material, form pier body structure.Described front sheet-piled wall is made up of front wall king pile, the auxiliary stake of front wall, breastwork, the auxiliary stake of front wall has 2 or more than 2 Z-types or U-shaped steel sheet pile to be combined into a width, front wall king pile and the auxiliary stake of front wall are connected by snap close, breastwork is monolithic reinforced concrete structure, front wall king pile and the auxiliary stake of front wall consolidate after stretching into breastwork, and front sheet-piled wall is based on front wall king pile.Anchorage piling wall is made up of anchorage stake and anchorage wall, and anchorage wall uses cast in situ ferroconcrete wall, and anchorage stake consolidates after stretching into anchorage wall, and anchorage piling wall is based on anchorage stake, and both are collectively forming anchorage structures.
As preferably, front wall king pile can use steel-pipe pile or the embedded rock pile of the thicker steel bushing of band, bored concrete pile.
As preferably, anchorage stake uses steel-pipe pile or embedded rock pile, bored concrete pile, steel pipe concrete stake.
As preferably, breastwork and anchorage wall can be as rail mounted handling facilities bases, and breastwork is as front track girder, and anchorage wall is as rear track girder.
As preferably, connected by reinforcing pull rod between front sheet-piled wall and anchorage piling wall, formed pull-up structure, complete the transmission of power；Reinforcing pull rod is connected formed by steel pole, hinge, stretcher.
As preferably, forward and backward track girder both sides supporting plate is cast-in-situ reinforced concrete slab, and its function is the relative settlement reconciling track girder with both sides foundation soil.
As preferably, being connected by teeth groove between front track girder and rear track girder segmentation, its function, for limiting track girder transversely deforming, arranges movement joint at teeth groove.
As preferably, Wharf Surface is between front sheet-piled wall and anchorage piling wall, and above reinforcing pull rod, Wharf Surface uses interlock block surface layer, interlock block surface layer is specifically made up of High Strength Concrete interlocking segment paving, medium coarse sand bed course, cement stabilized macadam base, granular cushion, is suitable for the posterior settlement of backfill material.
As preferably, breastwork is provided with bollard and Boardside protection structure, for the alongside operation of boats and ships system.
As preferably, anchorage wall wall high 2～4m.
Compared with existing product, of the present utility model pull-type steel pipe sheet pile dock structure is adapted to complex condition transformation or newly-built large pier engineering, is especially suitable for harbour transformation, it is to avoid dismounting and the excavation to original structure, reduce the impact on periphery engineering, be a kind of environmentally friendly structure.Front sheet-piled wall and anchorage piling wall are combinative structure, utilize the advantage that bearing capacity of pile foundation is high, rigidity is big, bending resistance is strong, can further improve harbour grade and structural resistance.This dock structure has the features such as high, simple, duration short, the engineering economy of construction of safety of structure.
Accompanying drawing explanation
Fig. 1 is the profile of this utility model structure；
Fig. 2 is the top view of this utility model structure.
In figure, 1 is front wall king pile, and 2 is the auxiliary stake of front wall, and 3 is breastwork, and 4 is anchorage stake, and 5 is anchorage wall, and 6 is reinforcing pull rod, and 7 is supporting plate, and 8 is backfill material, and 9 is former revetment structure, and 10 is bollard, and 11 is fender, and 12 is interlock block surface layer, and 13 is teeth groove.
Detailed description of the invention
This utility model is described in detail, pull-type steel pipe sheet pile dock structure being made up of as shown in Figure 1 and Figure 2 front wall king pile 1, the auxiliary stake of front wall 2, breastwork 3, anchorage stake 4, anchorage wall 5, reinforcing pull rod 6, supporting plate 7, backfill material 8, bollard 10, fender 11, these several parts of interlock block surface layer 12 below in conjunction with accompanying drawing.Front sheet-piled wall by many closely front wall king pile 1 and the auxiliary stake of front wall 2 the most side by side form, front wall king pile 1 and the auxiliary stake of front wall 2 are connected by snap close, and the stake top of front wall king pile 1 and the auxiliary stake of front wall 2 is all stretched into breastwork 3 and consolidated.Anchorage piling wall correspondence front sheet-piled wall, the most side by side, the stake top of anchorage stake 4 is stretched into anchorage wall 5 and is consolidated in anchorage stake 4.Reinforcing pull rod 6 two ends are embedded in front sheet-piled wall and anchorage piling wall, are formed arm-tie pilework.Backfill material 8 it is filled with at the rear of front sheet-piled wall and anchorage piling wall；This reality is novel to be covered former revetment structure wherein.
This dock structure computation model can use disjunctive model, structure is come off from the soil body, and with soil pressure effect structurally, stake calculates according to linear elasticity foundation method backfill soil with soil effect.Also can calculate according to block mold, structure is calculated with soil co-ordination.
Described front sheet-piled wall structure stress is born by front wall king pile 1, and soil pressure is only passed to front wall king pile 1 by the auxiliary stake of front wall 2, and front wall king pile 1 is by adjusting stake footpath, pile spacing commensurate structure stress.
Described anchorage piling wall structure stress is born jointly by anchorage stake 4 and anchorage wall 5, considers by anchorage stake stress when front sheet-piled wall and anchorage piling wall are close together.Anchorage stake 4, by adjusting stake footpath, pile spacing commensurate structure stress, can use built pile form as preferred anchorage stake 4, reduces engineering cost.
For transformation Wharf Engineering, the enforcement order of this structure is: 1. before construction, first carries out true form head part structural demolition, retains and utilize structure.2. forward position front wall king pile 1, the auxiliary stake of front wall 2 and tailing edge anchorage stake 4 pile sinking.3. after pile sinking, cast-in-situ steel reinforced concrete component breastwork 3 and anchorage wall 5.4., after cast-in-place concrete structure reaches intensity, reinforcing pull rod 6 is installed.5. after reinforcing pull rod 6 installs, the back-filling in layers soil body between front sheet-piled wall and anchorage piling wall.6. backfill closely knit after, superstructure supporting plate 7, bollard 10, fender 11, interlock block surface layer 12 are constructed.7. by wharf apron dredging to design mud face.
For new construction, remove without step the most former revetment structure 9, instead for back-up land backfill construction, form anchorage piling wall basis, the same improvement project of subsequent step.
During harbour front wall king pile 1 pile sinking, should strictly control piling deviation and perpendicularity, to ensure the smooth sinking of the auxiliary stake of front wall 2.Breastwork 3 and anchorage wall 5 are rail mounted handling facilities bases, during cast-in-place concrete, answer placement layer by layer, reconcile sheet pile Wharf Construction phase displacement.After wall backfill should be layered, phase in, dredge stage excavation before wall, backfill and dredge and should control speed of constructing, and keep a close eye on harbour displacement.
Front sheet-piled wall structure, undertakes by ship bulkhead wall, soil-baffling structure and rail mounted handling facilities front rail basic function.The design parameters such as the diameter of front sheet-piled wall king pile, pile-type, spacing determine according to Practical Project.The auxiliary stake of header board 2 only plays gear soil effect, is shorter than header board king pile 1.Breastwork 3 is superstructure, and it arranges the affiliated facilities such as fender 11, bollard 10, rail.Anchorage piling wall structure, undertakes rail basic function after anchorage and rail mounted handling facilities.The design parameters such as the diameter of anchorage stake 4, pile-type, spacing determine according to Practical Project.The height of anchorage wall 5 adjusts accordingly according to the stress of handling facilities load and stake.Grouser 4 and anchor wall 5 bear external load jointly, play structure group effect.Reinforcing pull rod 6, is mainly made up of steel pole, hinge, stretcher, undertakes the transmission of horizontal force.The design parameters such as the diameter of reinforcing pull rod 6, spacing, material determine according to Practical Project.To pull-up structure, the distance between front sheet-piled wall and anchorage piling wall structure can closely can be remote.When it is close together, it is possible to increase anchorage stake 4 bending rigidity；Otherwise, anchorage piling wall combined effect can be played.
The above structural principle of the present utility model and embodiment, but be not restricted to the described embodiments.Described in above-described embodiment and description, structural principle of the present utility model is simply described; on the premise of without departing from this utility model category; this utility model also has various changes and modifications, in the range of these changes and improvements both fall within claimed this utility model.This utility model claims scope and is defined by appending claims and equivalent thereof.
Claims (10)
1. one kind to pull-type steel pipe sheet pile dock structure, it is characterised in that: it is made up of front sheet-piled wall, anchorage piling wall, reinforcing pull rod and backfill material；Front sheet-piled wall is laid in wharf apron, anchorage piling wall is arranged on and connects bank rear, front and back between two walls by reinforcing pull rod to drawing connection, former revetment structure is between front sheet-piled wall and anchorage piling wall, front sheet-piled wall, anchorage piling wall rear are provided with backfill material, form pier body structure；Described front sheet-piled wall is made up of front wall king pile, the auxiliary stake of front wall, breastwork, the auxiliary stake of front wall has 2 or more than 2 Z-types or U-shaped steel sheet pile to be combined into a width, front wall king pile and the auxiliary stake of front wall are connected by snap close, and breastwork is monolithic reinforced concrete structure, and front sheet-piled wall is based on front wall king pile；Anchorage piling wall is anchorage stake and anchorage wall composite construction, and anchorage wall uses cast in situ ferroconcrete wall, and anchorage wall is based on anchorage stake, and both are collectively forming anchorage structures.
2. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterised in that: described front wall king pile can use steel-pipe pile or the embedded rock pile of the thicker steel bushing of band, bored concrete pile.
3. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterised in that: described anchorage stake uses steel-pipe pile or embedded rock pile, bored concrete pile, steel pipe concrete stake.
4. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterised in that: described breastwork and described anchorage wall are as rail mounted handling facilities basis, and breastwork is as front track girder, and anchorage wall is as rear track girder.
5. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterised in that: described reinforcing pull rod is connected formed by steel pole, hinge, stretcher.
6. as claimed in claim 4 to pull-type steel pipe sheet pile dock structure, it is characterised in that: forward and backward track girder both sides are provided with supporting plate, and supporting plate is cast-in-situ reinforced concrete slab.
7. as claimed in claim 4 to pull-type steel pipe sheet pile dock structure, it is characterised in that: front track girder, or/and connected by teeth groove between rear track girder segmentation, arranges movement joint at teeth groove.
8. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterized in that: between described front sheet-piled wall and described anchorage piling wall, and it is arranged over Wharf Surface at reinforcing pull rod, Wharf Surface uses interlock block surface layer, and interlock block surface layer is specifically made up of High Strength Concrete interlocking segment paving, medium coarse sand bed course, cement stabilized macadam base, granular cushion.
9. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterised in that: described breastwork is provided with bollard and Boardside protection structure.
10. as claimed in claim 1 to pull-type steel pipe sheet pile dock structure, it is characterised in that: the wall high 2～4m of described anchorage wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620242337.8U CN205530114U (en) | 2016-03-28 | 2016-03-28 | To drawing formula steel pipe sheet pile wharf structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620242337.8U CN205530114U (en) | 2016-03-28 | 2016-03-28 | To drawing formula steel pipe sheet pile wharf structure |
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| CN201620242337.8U Expired - Fee Related CN205530114U (en) | 2016-03-28 | 2016-03-28 | To drawing formula steel pipe sheet pile wharf structure |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106894385A (en) * | 2017-04-12 | 2017-06-27 | 广州粤科工程建设监理咨询有限公司 | A kind of armoured type lightweight dock structure and its construction method |
| CN106996102A (en) * | 2017-04-28 | 2017-08-01 | 中交第航务工程勘察设计院有限公司 | Major-minor stake formula steel plate pilework |
| CN107022999A (en) * | 2017-04-28 | 2017-08-08 | 中交第航务工程勘察设计院有限公司 | Major-minor stake formula ground-connecting-wall structure |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN108691299A (en) * | 2018-05-14 | 2018-10-23 | 中交第三航务工程勘察设计院有限公司 | A kind of gantry type bank protection structure and construction method |
| CN110438939A (en) * | 2019-08-16 | 2019-11-12 | 中交第四航务工程勘察设计院有限公司 | A kind of novel sheep pile wharf structure |
| CN111364413A (en) * | 2020-03-20 | 2020-07-03 | 中交第三航务工程局有限公司 | Construction process of outfitting wharf |
| CN112854120A (en) * | 2021-02-24 | 2021-05-28 | 中交第四航务工程勘察设计院有限公司 | Buttress structure with anchorage |
| CN112854119A (en) * | 2021-02-24 | 2021-05-28 | 中交第四航务工程勘察设计院有限公司 | Long-toe single-row caisson wharf structure with anchorage |
| CN113152364A (en) * | 2021-03-04 | 2021-07-23 | 中交第四航务工程勘察设计院有限公司 | Ground of taking pile foundation basis is wall wharf structure even |
| CN115369813A (en) * | 2022-09-23 | 2022-11-22 | 中交第二航务工程勘察设计院有限公司 | Steel sheet pile wharf structure without skirting |
| CN116516888A (en) * | 2023-05-06 | 2023-08-01 | 中交第四航务工程勘察设计院有限公司 | Wharf transformation method and wharf |
-
2016
- 2016-03-28 CN CN201620242337.8U patent/CN205530114U/en not_active Expired - Fee Related
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106894385A (en) * | 2017-04-12 | 2017-06-27 | 广州粤科工程建设监理咨询有限公司 | A kind of armoured type lightweight dock structure and its construction method |
| CN106996102A (en) * | 2017-04-28 | 2017-08-01 | 中交第航务工程勘察设计院有限公司 | Major-minor stake formula steel plate pilework |
| CN107022999A (en) * | 2017-04-28 | 2017-08-08 | 中交第航务工程勘察设计院有限公司 | Major-minor stake formula ground-connecting-wall structure |
| CN108375504B (en) * | 2018-01-25 | 2020-12-15 | 河海大学 | An Anchor-type Reactor Test Device Applicable to Underground Space Structures |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN108691299A (en) * | 2018-05-14 | 2018-10-23 | 中交第三航务工程勘察设计院有限公司 | A kind of gantry type bank protection structure and construction method |
| CN110438939A (en) * | 2019-08-16 | 2019-11-12 | 中交第四航务工程勘察设计院有限公司 | A kind of novel sheep pile wharf structure |
| CN111364413A (en) * | 2020-03-20 | 2020-07-03 | 中交第三航务工程局有限公司 | Construction process of outfitting wharf |
| CN112854120A (en) * | 2021-02-24 | 2021-05-28 | 中交第四航务工程勘察设计院有限公司 | Buttress structure with anchorage |
| CN112854119A (en) * | 2021-02-24 | 2021-05-28 | 中交第四航务工程勘察设计院有限公司 | Long-toe single-row caisson wharf structure with anchorage |
| CN113152364A (en) * | 2021-03-04 | 2021-07-23 | 中交第四航务工程勘察设计院有限公司 | Ground of taking pile foundation basis is wall wharf structure even |
| CN115369813A (en) * | 2022-09-23 | 2022-11-22 | 中交第二航务工程勘察设计院有限公司 | Steel sheet pile wharf structure without skirting |
| CN116516888A (en) * | 2023-05-06 | 2023-08-01 | 中交第四航务工程勘察设计院有限公司 | Wharf transformation method and wharf |
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