CN202925511U - Sheet-pile wharf structure for soft soil foundation - Google Patents
Sheet-pile wharf structure for soft soil foundation Download PDFInfo
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- CN202925511U CN202925511U CN 201220638335 CN201220638335U CN202925511U CN 202925511 U CN202925511 U CN 202925511U CN 201220638335 CN201220638335 CN 201220638335 CN 201220638335 U CN201220638335 U CN 201220638335U CN 202925511 U CN202925511 U CN 202925511U
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Abstract
The utility model discloses a sheet-pile wharf structure for a soft soil foundation. A wharf is formed by combining a temporary causeway, a front sheet-pile wall, a rear anchorage wall, an anchorage pull rod and a reinforcing soil body between the front sheet-pile wall and the rear anchorage wall, wherein the temporary causeway is arranged on the soft soil foundation; the front sheet-pile wall and the rear anchorage wall penetrate through a causeway body and a soft soil layer to enter a soil layer with higher bearing capacity; a rail pile foundation is built; soft soil between the front sheet-pile wall and the rear anchorage wall is reinforced through a cement mixing pile; rock mound behind the front sheet-pile wall and rock mound before the rear anchorage wall are dumped; and the front sheet-pile wall and the rear anchorage wall are connected through the anchorage pull rod, and the integral sheet-pile structure is finally formed. The sheet-pile wharf can be directly applied to the soft soil foundation.
Description
Technical field
The utility model relates to a kind of seashore harbour, is specifically related to a kind of sheet pile structure harbour.
Background technology
Along with China's water route transportation development demand, addressing and the construction at new harbour have to expand towards soft foundation.Build harbor district at soft foundation and adopt mole shielding more, excavated basin is main, in order to increase returns of investment, needs to enlarge harbor district land-based area area, takes full advantage of the basin waters, therefore adopts full hall formula to arrange this class harbor district is normal.In full hall formula is arranged, save the structural shape that the basin area increases the land-based area area most, should belong to sheet pile structure.But traditional sheet-pile wharf structural shape scope of application is narrow, is only applicable to harbour tonnage grade little, the place that geological conditions is good.Urgent and scientific and technological progress along with application demand, design proposes window shade sheet pile structure and relieving slab pilework for sand foundation, these two kinds of new structures can effectively block the soil pressure that is produced by sand, gravelly soil, can obviously improve the stress condition of sheet pile wall, make sheet-pile wharf can adapt to larger boats and ships instructions for use.These two kinds of sheet pile new structure types are used on sand foundation and are mature on the whole at present.But this class sheet pile structure is directly used on soft foundation, has following problem:
(1) the weak soil angle of friction is very little, produces significant horizontal power along with the discrepancy in elevation of banketing increases, and causes window shade sheet pile and sheet pile front wall moment of flexure excessive;
(2) the weak soil shear strength is low, and the window shade sheet pile does not have sheltering effects, and weak soil can be walked around the window shade stake and be applied on front wall;
(3) weak soil is converted into suffered vertical load the large percentage of horizontal loading, has increased the moment of flexure on the sheet pile wall.
The utility model content
The utility model is directly used existing problem on soft foundation for existing sheet pile structure, and provide a kind of novel soft foundation sheet-pile wharf structure, this structure reduces the horizontal earth pressure in sheet pile and window shade stake, make it after the wharf apron depth of water is deepened, sheet pile structure can satisfy safe, applicable, durable requirement.
In order to achieve the above object, the utility model adopts following technical scheme:
Soft foundation sheet-pile wharf structure, described dock structure comprises:
Interim embankment, described interim embankment is arranged on soft foundation;
Levee body and Soft Soil Layer that front sheet-piled wall, described front sheet-piled wall penetrate interim embankment have entered soil layer;
Rear anchorage wall, levee body and Soft Soil Layer that described rear anchorage wall penetrates interim embankment have entered soil layer;
Track pile foundation, described track pile foundation set between front sheet-piled wall and rear anchorage wall, and the levee body and the Soft Soil Layer that penetrate interim embankment have entered soil layer;
Cement mixing pile, described cement mixing pile are arranged between front sheet-piled wall and rear anchorage wall, and weak soil is reinforced;
The anchorage pull bar, described anchorage pull bar connects front sheet-piled wall and rear anchorage wall;
Rock mound, described rock mound throwing is in the back of front sheet-piled wall and the front of rear anchorage wall.
In the preferred embodiment of dock structure, some band drains have been set in described soft foundation, to form the weak soil drainage channel.
Further, described interim embankment is that the packed sand of ramp type is by structure.
Further, described front sheet-piled wall is continuous T shape structure.
Further, described track pile foundation comprises front track pile foundation and rear rail set, respectively with front sheet-piled wall and corresponding the setting of rear anchorage wall.
Further, more than the degree of depth that described cement mixing pile is reinforced weak soil surpasses the front waters design of harbour mud face 5m, and the angle of internal friction of the rear soil body of reinforcing is greater than 30 °.
The sheet pile structure harbour that forms according to such scheme has the following advantages:
(1) sheet-pile wharf is combined with embankment, namely completes the ship berthing function, has again the bulkhead wall function concurrently, effectively reduces construction investment, has increased basin land-based area area;
(2) first form embankment, for sheet pile structure construction and agitation pile provide the land-based area execution conditions, reduction difficulty of construction and operating expenses;
(3) dock structure construction and the operations such as back-up land formation, ground stabilization, can synchronously process.
Description of drawings
Further illustrate the utility model below in conjunction with the drawings and specific embodiments.
Fig. 1 is the structural representation of interim embankment in the utility model;
Fig. 2 is the agent structure schematic diagram of sheet-pile wharf in the utility model;
Fig. 3 is the structural representation of sheet-pile wharf in the utility model;
Fig. 4 is the structural representation of front sheet-piled wall in the utility model.
The specific embodiment
For technological means, creation characteristic that the utility model is realized, reach purpose and effect is easy to understand, below in conjunction with concrete diagram, further set forth the utility model.
Referring to Fig. 3, it is depicted as the structure example that the utility model provides the sheet-pile wharf that is applicable to soft foundation.As seen from the figure, whole sheet-pile wharf 100 is mainly combined by interim embankment 101, front sheet-piled wall 102, rear anchorage wall 103, anchorage pull bar 104, rock mound 105, cement mixing pile 106 and track pile foundation 107.
Referring to Fig. 1, interim embankment 101 is arranged on soft foundation 200, for follow-up sheet pile structure land construction provides condition.Because soft foundation does not have the land-based area execution conditions, therefore needing to build interim embankment provides.In the utility model, this interim embankment 101 adopts the packed sand of ramp type by structure, and the levee crown width is determined according to the harbour width, in order to can provide condition for the sheet pile structure land construction.
For soft foundation 200, the utility model has set some band drains 201 therein, is specifically as follows plastic draining board 201.Mutually constitute the drainage channel of weak soil draining between these band drains 201.
Referring to Fig. 2, front sheet-piled wall 102 and rear anchorage wall 103 is used for consisting of the agent structure of harbour, and wherein front sheet-piled wall 102 penetrates the levee body of interim embankment 101 and the Soft Soil Layer of soft foundation 200 enters the higher soil layer 300 of bearing capacity; Simultaneously rear anchorage wall 103 also penetrates the levee body of interim embankment 101 and the Soft Soil Layer of soft foundation 200 enters the higher soil layer 300 of bearing capacity.During construction, both carry out on the levee crown of interim embankment 101, the visual concrete condition in concrete position.
Referring to Fig. 4, for the stability of the agent structure that guarantees harbour, this front sheet-piled wall 102 adopts the structure of continuous T shapes.
Set track pile foundation 107 between front sheet-piled wall 102 and rear anchorage wall 103.Track pile foundation 107 penetrates the levee body of interim embankment 101 equally and the Soft Soil Layer of soft foundation 200 enters the higher soil layer 300 of bearing capacity; It comprises front track pile foundation 107a and rear track pile foundation 107b, and front track pile foundation 107a sets the position near front sheet-piled wall 102, is mated; Rear track pile foundation 107b set the position and rear anchorage wall 103 is close, be mated.
The back of rock mound 105 throwing front sheet-piled walls 102 and the front of rear anchorage wall 103.
Anchorage pull bar 104 is used for connecting front sheet-piled wall 102 and rear anchorage wall 103, is provided with stretcher 104a on this anchorage pull bar 104.
Finally be combined into whole sheet pile structure by rock mound 105, front sheet-piled wall 102, rear anchorage wall 103, anchorage pull bar 104 before the soil body after between front sheet-piled wall 102 and rear anchorage wall 103, embankment levee body 101, cement mixing pile 106 are reinforced, track pile foundation 107, front sheet-piled wall back rock mound 105, rear anchorage wall.Excavate residue levee body and the weak soil of the front embankment of front front sheet-piled wall again, reach the forward position depth of water of harbour requirement, the sheet-pile wharf structure is already completed.
Supporting facility is set at last, as mooring dolphin 108 and drum type rubber fender 109 etc. on sheet-pile wharf.
For such scheme sheet-pile wharf structure, its concrete work progress following (referring to Fig. 1 to Fig. 3):
(1) need soft foundation 200 is set plastic draining board 201 before the interim embankment of construction, for weak soil provides drainage channel;
(2) construction forms interim embankment 101 on the soft foundation 200 that sets plastic draining board, and the own wt of interim embankment 101 carries out charge preloading consolidation to ground;
(3) the weak soil water content after reinforcing is lower than 50% the time, and beginning is construction front sheet-piled wall 102 and rear anchorage wall 103 on the levee crown of interim embankment 101; Specifically according to the designing requirement of reality with front sheet-piled wall 102 with rear anchorage wall 103 penetrates the levee body of interim embankment 101 and the Soft Soil Layer of soft foundation 200 enters the higher soil layer 300 of bearing capacity;
(4) on the levee crown of interim embankment 101 to front sheet-piled wall 102 and rear anchorage wall 103 between weak soil bottom embankment, reinforce by cement mixing pile 106, more than reinforcement depth surpassed the front waters design of harbour mud face 5m, after reinforcing, the angle of internal friction of the soil body was greater than more than 30 °;
(5) embankment bottom weak soil reinforce complete after, set track pile foundation 107 between front sheet-piled wall 102 and rear anchorage wall 103, wherein front track pile foundation 107a penetrates the levee body of interim embankment 101 and the Soft Soil Layer of soft foundation 200 enters the higher soil layer 300 of bearing capacity, concrete sets the position near front sheet-piled wall 102, and is mated; Rear track pile foundation 107b also penetrates the levee body of interim embankment 101 and the Soft Soil Layer of soft foundation 200 enters the higher soil layer 300 of bearing capacity, specifically sets the position and rear anchorage wall 103 is close, is mated; Form thus the agent structure (as shown in Figure 2) of sheet-pile wharf
(6) track pile foundation 107 set complete after, to the front throwing rock mound 105 of the back of front sheet-piled wall 102 and rear anchorage wall, hardcore bed is set and mixes inverted filter 105a and reinforce for the rock mound 105 of front sheet-piled wall 102 back throwings;
(6) after throwing rock mound 105, anchorage pull bar 104 is installed between front sheet-piled wall 102 and rear anchorage wall 103, realize both connections;
(7) after the sheet pile structure construction was completed, before excavation front sheet-piled wall 102, the earthwork below 400 of the surplus earth of interim embankment and natural mud face, made the wharf apron reach design head (as shown in Figure 3).
The sheet-pile wharf structure that forms thus reduces the horizontal earth pressure in sheet pile and window shade stake, makes it after the wharf apron depth of water is deepened, and sheet pile structure can satisfy safe, applicable, durable requirement, can directly apply on soft foundation.
Above demonstration and described basic principle of the present utility model, principal character and advantage of the present utility model.The technician of the industry should understand; the utility model is not restricted to the described embodiments; that describes in above-described embodiment and manual just illustrates principle of the present utility model; under the prerequisite that does not break away from the utility model spirit and scope; the utility model also has various changes and modifications, and these changes and improvements all fall in claimed the utility model scope.The claimed scope of the utility model is defined by appending claims and equivalent thereof.
Claims (6)
1. soft foundation sheet-pile wharf structure, is characterized in that, described dock structure comprises:
Interim embankment, described interim embankment is arranged on soft foundation;
Levee body and Soft Soil Layer that front sheet-piled wall, described front sheet-piled wall penetrate interim embankment have entered soil layer;
Rear anchorage wall, levee body and Soft Soil Layer that described rear anchorage wall penetrates interim embankment have entered soil layer;
Track pile foundation, described track pile foundation set between front sheet-piled wall and rear anchorage wall, and the levee body and the Soft Soil Layer that penetrate interim embankment have entered soil layer;
Cement mixing pile, described cement mixing pile are arranged between front sheet-piled wall and rear anchorage wall, and weak soil is reinforced;
The anchorage pull bar, described anchorage pull bar connects front sheet-piled wall and rear anchorage wall;
Rock mound, described rock mound throwing is in the back of front sheet-piled wall and the front of rear anchorage wall.
2. soft foundation sheet-pile wharf structure according to claim 1, is characterized in that, set some band drains in described soft foundation, to form the weak soil drainage channel.
3. soft foundation sheet-pile wharf structure according to claim 1, is characterized in that, described interim embankment is that the packed sand of ramp type is by structure.
4. soft foundation sheet-pile wharf structure according to claim 1, is characterized in that, described front sheet-piled wall is continuous T shape structure.
5. soft foundation sheet-pile wharf structure according to claim 1, is characterized in that, described track pile foundation comprises front track pile foundation and rear rail set, respectively with front sheet-piled wall and corresponding the setting of rear anchorage wall.
6. soft foundation sheet-pile wharf structure according to claim 1, is characterized in that, more than the degree of depth that described cement mixing pile is reinforced weak soil surpasses the front waters design of harbour mud face 5m, and the angle of internal friction of the rear soil body of reinforcing is greater than 30 °.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220638335 CN202925511U (en) | 2012-11-28 | 2012-11-28 | Sheet-pile wharf structure for soft soil foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220638335 CN202925511U (en) | 2012-11-28 | 2012-11-28 | Sheet-pile wharf structure for soft soil foundation |
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| CN202925511U true CN202925511U (en) | 2013-05-08 |
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| CN 201220638335 Expired - Fee Related CN202925511U (en) | 2012-11-28 | 2012-11-28 | Sheet-pile wharf structure for soft soil foundation |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669375A (en) * | 2013-12-27 | 2014-03-26 | 张安政 | Double-layer steel sheet pile soil core composite cofferdam structure without inner support and application thereof |
| CN104389291A (en) * | 2014-11-26 | 2015-03-04 | 禹顺生态建设有限公司 | Novel wharf structure quickly constructed on soft foundation and construction method thereof |
| CN104732867A (en) * | 2015-03-27 | 2015-06-24 | 河海大学 | Sheet pile harbor model experiment teaching system |
| CN104895039A (en) * | 2015-04-10 | 2015-09-09 | 成军 | Construction method for water-saturated soft soil foundations |
| 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 |
| CN111321701A (en) * | 2020-03-06 | 2020-06-23 | 中交第三航务工程局有限公司 | Dock main body backfilling process |
| CN113684785A (en) * | 2021-08-23 | 2021-11-23 | 中交(天津)疏浚工程有限公司 | Construction process of pile foundation wharf |
-
2012
- 2012-11-28 CN CN 201220638335 patent/CN202925511U/en not_active Expired - Fee Related
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103669375A (en) * | 2013-12-27 | 2014-03-26 | 张安政 | Double-layer steel sheet pile soil core composite cofferdam structure without inner support and application thereof |
| CN104389291A (en) * | 2014-11-26 | 2015-03-04 | 禹顺生态建设有限公司 | Novel wharf structure quickly constructed on soft foundation and construction method thereof |
| CN104389291B (en) * | 2014-11-26 | 2016-09-21 | 禹顺生态建设有限公司 | Rapid construction dock structure and construction method thereof on a kind of soft soil foundation |
| CN104732867A (en) * | 2015-03-27 | 2015-06-24 | 河海大学 | Sheet pile harbor model experiment teaching system |
| CN104732867B (en) * | 2015-03-27 | 2017-03-15 | 河海大学 | A kind of sheet-pile wharf model experiment tutoring system |
| CN104895039A (en) * | 2015-04-10 | 2015-09-09 | 成军 | Construction method for water-saturated soft soil foundations |
| CN104895039B (en) * | 2015-04-10 | 2016-08-24 | 苏州祥盛建设工程有限公司 | Full water construction method of soft foundation |
| 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 |
| CN111321701A (en) * | 2020-03-06 | 2020-06-23 | 中交第三航务工程局有限公司 | Dock main body backfilling process |
| CN111321701B (en) * | 2020-03-06 | 2022-04-01 | 中交第三航务工程局有限公司 | Dock main body backfilling process |
| CN113684785A (en) * | 2021-08-23 | 2021-11-23 | 中交(天津)疏浚工程有限公司 | Construction process of pile foundation wharf |
| CN113684785B (en) * | 2021-08-23 | 2023-06-16 | 中交(天津)疏浚工程有限公司 | Construction process of pile foundation wharf |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130508 Termination date: 20191128 |
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| CF01 | Termination of patent right due to non-payment of annual fee |