CN205822123U - 20 ton deep water sheet pile quay wall structure - Google Patents
20 ton deep water sheet pile quay wall structure Download PDFInfo
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- CN205822123U CN205822123U CN201620138711.XU CN201620138711U CN205822123U CN 205822123 U CN205822123 U CN 205822123U CN 201620138711 U CN201620138711 U CN 201620138711U CN 205822123 U CN205822123 U CN 205822123U
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Abstract
This utility model provides a kind of 20 ton deep water sheet pile quay wall structure, this structure includes front wall, anchorage wall, anchorage pull bar, at the rear of described front wall, off-load cushion cap is set, connect in the lower section of off-load cushion cap and have passive stake, coupled together by anchorage pull bar between described front wall, off-load cushion cap and anchorage wall or coupled together by anchorage pull bar between front wall and off-load cushion cap and between off-load cushion cap and anchorage wall.Effect of the present utility model is that on the one hand this sheet-pile structure can reduce the soil pressure acting on harbour front wall effectively, the bearing capacity of front wall can be significantly improved again simultaneously, thus sheet-pile wharf can be changed and can only build the present situation in 10 ton berths at present, it is achieved build the breakthrough of 20 ton deep water sheep pile wharf structure technology.This sheet-pile structure easy construction, has cost low, the advantage that the construction period is short.It is applicable to 20 ton deepwater wharf quay wall structure or deep water bank protection structures.
Description
Technical field
This utility model relates to deepwater wharf, shore protection quay wall structure, is a kind of to can be suitably used for the 200000 of 20 ton berths
Tonne deep water sheet pile quay wall structure.
Background technology
Sheet pile formula structure is one of harbour primary structure pattern, known sheet pile formula structure be by front wall 1, anchorage pull bar 3,
The anchorage wall 2 structure composition at rear, as shown in Figure 1.Sheet-pile structure has the features such as easy construction, cost be low, at harbour, builds
Ship building, hydraulic engineering and architectural engineering have a wide range of applications.But owing to sheet pile formula dock structure is at the depth of water and gear soil
During extended height, front wall 1 internal force is increased dramatically, and conventional section is difficult to bear, the domestic sheet pile formula dock structure built at present
It is confined to below 10 tons.For meeting 10 ton above deep water sheet-pile wharfs and deep water shore protection construction requirements, need exploitation
New sheet pile bulkhead structural shape.
Summary of the invention
The purpose of this utility model is to provide a kind of 20 ton deep water sheet pile quay wall structure, is beneficial to before reduction acts on
The soil pressure of wall, and improve the bearing capacity of front wall, it is adaptable to 20 tons are large-scale, the building of deep water sheet-pile wharf or deep water shore protection
If.
For achieving the above object, the technical solution adopted in the utility model is to provide a kind of 20 ton deep water sheet pile bulkheads
Structure, this structure includes front wall, anchorage wall, anchorage pull bar, wherein: described front wall is RC T shape diaphram wall
Or combined steel plate pile, when described front wall uses T-shaped ground-connecting-wall structure, off-load cushion cap is held on the web of T-shaped ground-connecting-wall；Institute
Stating RC T shape diaphram wall section configuration and be T-shaped or top is T-shaped, bottom is that the T-shaped of rectangle combines shape with rectangle
Structure.
Effect of the present utility model is that this separation discharging type sheet-pile structure can reduce the front wall acting on harbour effectively
Soil pressure, and significantly improve the bearing capacity of front wall, thus create and can build 20 ton deep water sheet-pile wharfs or deep water protects
The structural shape of bank, has broken sheep pile wharf structure and has been only applicable to the present situation in 10 ton berths at present.Meanwhile, this separation off-load
Formula quay wall structure easy construction, has cost low, the advantage that the construction period is short.
Accompanying drawing explanation
Fig. 1 is an embodiment organigram of the present utility model；
Fig. 2 is another embodiment organigram of the present utility model；
Fig. 3 is another embodiment organigram of the present utility model；
Fig. 4 is the structure section figure of another embodiment of the present utility model.
In figure:
1, front wall 2, anchorage wall 3, anchorage pull bar 4, off-load cushion cap
5, stake 6, ground 7, the soil body
Detailed description of the invention
In conjunction with accompanying drawing, the deep water sheet pile quay wall structure in 20 ton berths of the present utility model is further illustrated.
20 ton deep water sheet pile quay wall structure of the present utility model are that this structure includes front wall 1, anchorage wall 2, anchorage
Pull bar 3, is provided with off-load cushion cap 4 at the rear of described front wall 1, connects many in the lower section of off-load cushion cap 4 and plays a supportive role
Stake 5, be connected with each other by anchorage pull bar 3 between described front wall 1, off-load cushion cap 4 and anchorage wall 2；Described front wall 1 mixes for reinforcing bar
Solidifying soil T-shaped diaphram wall or combined steel plate pile；Described stake 5 is one or more group of multiple rows of straight stake, taper pile, fork stake
Close stake.
Described front wall 1 is RC T shape diaphram wall or combined steel plate pile, described RC T shape underground
Diaphragm wall section configuration is T-shaped or top is T-shaped, and bottom is that the T-shaped of rectangle combines shape with rectangle；Described combined steel plate pile
King pile is steel-pipe pile or I-steel sheet pile, and the auxiliary stake of combined steel plate pile is U-shaped or Z bar sheet pile；The section configuration of described stake 5
For square, rectangle, T-shaped, circle, annular, trapezoidal, box-shaped, U-shaped, the combination of one or more section configurations of Z-shaped, H-shaped
Shape.
When described front wall 1 uses T-shaped ground-connecting-wall structure, off-load cushion cap 4 is held on the web of T-shaped ground-connecting-wall.Described
Anchorage pull bar 3 is reinforcing pull rod or cable wire.
As it is shown in figure 1, anchorage pull bar 3 is located at above off-load cushion cap 4, it is straight that off-load cushion cap 4 supports the stake 5 connected below
Stake or taper pile combination.Front wall 1 couples together by anchorage pull bar 3 with anchorage wall 2, and anchorage wall 2 is embedded in the soil body 7, the bottom of front wall 1
Sinking in ground 6, top anchorage pull bar 3 is held, and anchorage pull bar 3 is reinforcing pull rod or cable wire.The soil body 7 produces soil pressure and acts on
Front wall 1, for keeping stability and the requirement of strength of front wall 1, should reduce the soil pressure acting on front wall 1 as far as possible, and improve front wall 1
Profile cross-section modulus make it have sufficiently high bearing capacity.Off-load cushion cap 4 is supported by stake 5, assume responsibility for off-load cushion cap more than 4
Soil body weight and the load of end face, play the effect of soil pressure reducing front wall 1, front wall 1 be RC T shape underground company
Continuous wall or combined steel plate pile, create and strengthen the wharf apron depth of water to the condition of the 20 ton boats and ships that can berth.In order to avoid
The factors such as structure differential settlement produce excessive structural internal force, separate or hinged between off-load cushion cap 4 with front wall 1.
As in figure 2 it is shown, anchorage pull bar 3 is connected with off-load cushion cap 4, off-load cushion cap 4 stake 5 below is straight stake or taper pile, front
Wall 1 is RC T shape diaphram wall or combined steel plate pile.Pass through anchorage pull bar 3 and unload between front wall 1 and anchorage wall 2
Lotus cushion cap 4 connects, by anchorage pull bar 3 or use hinged or short rod to couple together between off-load cushion cap 4 and front wall 1, other
The structure of part is same as shown in Figure 1.
As it is shown on figure 3, the stake 5 that off-load cushion cap 4 is below is fork stake and straight stake combination, the structure of other parts is identical with Fig. 1.
Fig. 4 show the case history of port and pier, and wherein sheet-pile wharf uses and separates discharging type ground-connecting-wall sheet-pile structure,
The harbour face a height of 4.2m of top mark, mud face, wharf apron absolute altitude is respectively-20m.Front wall 1 uses the ground-connecting-wall sheet pile of T-shaped section, its
Profile height is 2.8m, and flange width is 4.0m, and height is 0.8m, and web height is 2.0m, and width is 0.8m, absolute altitude at the bottom of wall
For-34.0m；Being cast-in-situ steel reinforced concrete off-load cushion cap 4 after front wall, cushion cap width is 12.5m, and a height of 0.0m of cushion cap top mark holds
Platform thickness 1.0m, side, off-load cushion cap 4 sea rides on the web of T-shaped cross section front wall 1, arranges the poured pile base of two row Φ 1200 under cushion cap
Plinth 5, sea side stake leaving wharf frontal line 7.65m, sea peg is 5.25m with side, land stake horizontal spacing, and longitudinal pitch is 4.0m, at the bottom of stake
Absolute altitude is-38.0m.Anchorage wall 2 is continuous underground wall structure, and anchorage wall thickness is 1.1m, and absolute altitude at the bottom of wall is-16.0m, wall top mark
A height of-0.5m, it pours nose girder, a height of 3.0m of nose girder top mark.Φ 70, i.e. bollard is used between front wall 1 and anchorage wall 2
Place uses Φ 75, the high-strength steel pull bar 3 of S550 level to connect, and pull bar 3 absolute altitude is 0.4m, the front wall 1 of average headway 1.5m and anchorage
Wall 2 clear distance is 44.0m, backfills Extra-fine sand therebetween, uses vibro densification to process.
The construction method of described front wall 1, anchorage wall 2 continuous underground wall structure and bored concrete pile 5 is: first position grooving, in groove
Use mud off, then lay steel reinforcement cage, more Down-Up casting concrete, to predetermined absolute altitude, forms front wall, anchorage wall, filling
Note stake.Then pour breastwork and nose girder, off-load cushion cap, dredge by the basin before dress pull bar, backfill soil and harbour.
This embodiment advantage of this utility model structure, great promotion and application are worth.
Claims (2)
1. a 20 ton deep water sheet pile quay wall structure, this structure includes front wall (1), anchorage wall (2), anchorage pull bar (3),
The rear of described front wall (1) is provided with off-load cushion cap (4), connects many in the lower section of off-load cushion cap (4) and play a supportive role
Stake (5), be connected with each other by anchorage pull bar (3) between described front wall (1), off-load cushion cap (4) and anchorage wall (2)；Its feature
It is: described front wall (1) is RC T shape diaphram wall or combined steel plate pile that described front wall (1) uses T-shaped ground-connecting-wall
During structure, off-load cushion cap (4) is held on the web of T-shaped ground-connecting-wall；Described RC T shape diaphram wall section shape
Shape is T-shaped or top is T-shaped, and bottom is that the T-shaped of rectangle combines shape structure with rectangle.
20 ton deep water sheet pile quay wall structure the most according to claim 1, is characterized in that: the master of described combined steel plate pile
Stake is steel-pipe pile or I-steel sheet pile, and the auxiliary stake of combined steel plate pile is U-shaped or Z bar sheet pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620138711.XU CN205822123U (en) | 2016-02-24 | 2016-02-24 | 20 ton deep water sheet pile quay wall structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620138711.XU CN205822123U (en) | 2016-02-24 | 2016-02-24 | 20 ton deep water sheet pile quay wall structure |
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| CN205822123U true CN205822123U (en) | 2016-12-21 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 |
| CN112627109A (en) * | 2020-12-15 | 2021-04-09 | 浙江海洋大学 | Liftable truss type wharf |
-
2016
- 2016-02-24 CN CN201620138711.XU patent/CN205822123U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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 |
| CN112627109A (en) * | 2020-12-15 | 2021-04-09 | 浙江海洋大学 | Liftable truss type wharf |
| CN112627109B (en) * | 2020-12-15 | 2022-02-22 | 浙江海洋大学 | Liftable truss type wharf |
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