CN204608701U - A kind of gravity type quay being applicable to roadbed of alluvial silt - Google Patents
A kind of gravity type quay being applicable to roadbed of alluvial silt Download PDFInfo
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- CN204608701U CN204608701U CN201520263244.9U CN201520263244U CN204608701U CN 204608701 U CN204608701 U CN 204608701U CN 201520263244 U CN201520263244 U CN 201520263244U CN 204608701 U CN204608701 U CN 204608701U
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- dike
- caisson
- explosive replacement
- gravity type
- explosive
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Abstract
The utility model discloses a kind of gravity type quay being applicable to roadbed of alluvial silt, comprise roadbed of alluvial silt, explosive replacement dike and caisson, explosive replacement dike is as the bedding of caisson, be positioned on the ground bottom mud, utilize the explosive replacement dike that described roadbed of alluvial silt is formed by explosion, foundation trench is offered in the side of explosive replacement dike, described foundation trench falls into caisson, the front toe place critical surface and the explosive replacement dike bottom surface angle that fall into caisson are 45 °, explosive replacement dike stone is filled completely between described critical surface and explosive replacement dike bottom surface, caisson inside and rear backfill have block stone, above caisson, relieving slab is installed, above relieving slab, front end is provided with breastwork, harbour face large panel structure is provided with above breastwork, harbour face large panel structure and breastwork are by bar connecting integrally.
Description
Technical field
The utility model relates to a kind of harbour, particularly relates to a kind of gravity type quay be based upon on roadbed of alluvial silt.
Background technology
Gravity type quay has dock structure and soil-baffling structure dual-use function concurrently, has long use history.But Gravity harf structure requires very high for foundation bearing カ, is generally applicable to the foundation condition such as sand, batholith local preferably.Gravity type quay built by the soft foundation such as clay, silt, must reliable stiffening basic ground be carried out.And roadbed of alluvial silt carries カ extreme difference, reinforce difficulty very greatly, and it is very fast to back-silt, very large difficulty is brought to operations such as the foundation trench excavation in Gravity Wharf ' Construction process, bedding formation, pier body structure installment and the backfill loadings of harbour rear.Therefore, muddy foundation is difficult to build gravity type quay, is generally suitable for the high pile pier structure pattern adopting deadweight lighter, and what utilize pile foundation that harbour load is delivered to ground depths holds カ layer.But long piled wharf does not keep off native function, need to build soil-baffling structure separately, when silt soil strata is deeper, often the cost of soil-baffling structure is very high.
Patent 201210108989.9 discloses one and " builds the gravity type quay on muddy foundation and construction thereof ", adopts composite foundation, and composite foundation is reinforced muddy foundation by sand compaction pile and formed; Significantly improve bearing capacity of foundation soil, and overcome the impact of back-silting in Wharf Construction process.But this type of sand compaction pile construction investment is large, and working procedure is many, can not utilize the advantage of built engineering.
Utility model content
In view of the shortcoming of above-mentioned prior art, the purpose of this utility model is to provide a kind of gravity type quay being applicable to roadbed of alluvial silt, utilize the levee body of built explosive replacement dike as bedding, do not need basement process, save construction investment, embankment and function terminal are combined, reduces working procedure.
For achieving the above object and other relevant objects, the utility model provides a kind of gravity type quay being applicable to roadbed of alluvial silt, comprise roadbed of alluvial silt, explosive replacement dike and caisson, explosive replacement dike is as the bedding of caisson, be positioned on the ground bottom mud, utilize the explosive replacement dike that described roadbed of alluvial silt is formed by explosion, foundation trench is offered in the side of explosive replacement dike, described foundation trench falls into caisson, the front toe place critical surface and the explosive replacement dike bottom surface angle that fall into caisson are 45 °, explosive replacement dike stone is filled completely between described critical surface and explosive replacement dike bottom surface, caisson inside and rear backfill have block stone, above caisson, relieving slab is installed, above relieving slab, front end is provided with breastwork, harbour face large panel structure is provided with above breastwork, harbour face large panel structure and breastwork are by bar connecting integrally.Described gravity type quay is made up of roadbed of alluvial silt, explosive replacement dike and caisson, and explosion ground, as the bedding of caisson, is positioned on the ground bottom mud.
As preferably, the bottom of described foundation trench is provided with hardcore bed, by hardcore bed leveling foundation trench bottom surface.
As preferably, the side of described foundation trench is inclined-plane, and the inclination on described inclined-plane is 2/3 ~ 1.
As preferably, described in fall into the top of caisson higher than working water level.
As preferably, the top of described explosive replacement dike and breastwork support described harbour face large panel structure, lay hardcore bed leveling below the large panel structure of harbour face.
As preferably, described caisson can replace with cast square or large-scale block of stone.
The invention also discloses a kind of construction method being applicable to above-mentioned gravity type quay, comprise the steps:
Rockfill in mud, explosion forms explosive replacement dike, carry out explosion in explosive replacement dike both sides, make explosive replacement dike both sides fall bottom mud;
Design foundation trench sideline, dig foundation trench in the side of explosive replacement dike, demolition blasting squeezes the armour of silt dike, excavates dike heart block stone, makes foundation trench inclined-plane slope be 2/3 ~ 1, and foundation trench bottom surface paving hardcore bed compacting foundation trench, forms bedding;
Precast caisson is fallen in foundation trench, the position falling into caisson meets the front toe place critical surface of caisson and explosive replacement dike bottom surface angle is 45 °, explosive replacement dike stone is filled completely between described critical surface and explosive replacement dike bottom surface, to caisson inside and the rear backfill block stone of installation, caisson top is higher than working water level;
Install prefabricated relieving slab and cast-in-situ creast wall at caisson top, prefabricated relieving slab is located under cast-in-situ creast wall;
According to stability calculation determination harbour rear backfilling material and the whether back-filling in layers of backfill load mode, carry out the backfill of harbour rear and load construction;
Leveling cast-in-situ creast wall rear levee body block stone, spreads hardcore bed compacting thereon, builds harbour face large panel structure.
According to the construction method of gravity type quay of the present utility model, roadbed of alluvial silt utilizes the explosive replacement dike processed as the basis of building harbour, build Gravity Caisson Wharf.
Gravity type quay of the present utility model has following beneficial effect:
1. utilize the part levee body of explosive replacement dike as caisson bedding, make full use of construction blasting and squeeze the consolidation effect of silt dike to soft foundation, not only explosive replacement dike has played the native function of gear, also possesses diffusion as bedding and transmits harbour load action.
2. compared with the technology of existing long piled wharf+explosive replacement dike, there is economy high, the feature of investment reduction.
3. reasonable in design, changes explosive replacement dike sectional form by caisson or square, makes it have alongside function.
4. make caisson or square and explosive replacement dike form entirety by harbour face large panel structure, enhance levee body stability when bearing vertical load, face large panel structure makes the rubbing action of caisson or square and explosive replacement dike also enhance the stability of caisson when dock operation simultaneously.
Accompanying drawing explanation
Fig. 1 is shown as the section structure schematic diagram of the gravity type quay of the utility model embodiment.
Piece mark explanation
100-explosive replacement dike,
101-explosive replacement dike bottom surface,
102-levee body side,
110-foundation trench,
111-inclined-plane,
112-hardcore bed,
200-caisson,
Toe before 210-,
211-critical surface,
300-relieving slab,
400-breastwork,
500-harbour face large panel structure,
510-harbour hardcore bed.
Detailed description of the invention
Below by way of specific instantiation, embodiment of the present utility model is described, those skilled in the art the content disclosed by this manual can understand other advantages of the present utility model and effect easily.The utility model can also be implemented or be applied by detailed description of the invention different in addition, and the every details in this manual also can based on different viewpoints and application, carries out various modification or change not deviating under spirit of the present utility model.
According to Figure 1 shows that the gravity type quay of the present embodiment is based upon on explosive replacement dike 100, this harbour comprises explosive replacement dike 100, precast caisson 200, block stone, prefabricated relieving slab 300, cast-in-situ creast wall 400 and harbour face large panel structure 500.Explosive replacement dike 100 is ramp type structures, stopping, need offer foundation trench 110 at the side cutouts levee body of explosive replacement dike 100 for building upright structures for boats and ships.The side of foundation trench 110 is inclined-plane 111, and the inclination on inclined-plane 111 is 2/3 ~ 1, and the present embodiment is preferably 2/3, ensures the stable of the levee body of explosive replacement dike 100 and intensity.The bottom of foundation trench 110 is provided with hardcore bed 112, flattens foundation trench bottom surface by hardcore bed 112, and flatten as precast caisson 200, cast square or large-scale piece of stone foundation, the present embodiment is for precast caisson 200 explanation.Foundation trench 110 falls into caisson 200, the front toe 210 place critical surface 211 falling into caisson 200 is 45 ° with explosive replacement dike bottom surface 101 angle, is entirely explosive replacement dike stone between critical surface 211 and explosive replacement dike bottom surface 101.At caisson 200, inner and rear backfill block stone, recovers original levee body cross dimensions size.Fall into the top of caisson 200 higher than working water level, caisson 200 or square are installed relieving slab 300, cast-in-situ creast wall 400 on relieving slab 300, then flatten cast-in-place harbour face large panel structure 500 after relieving slab 300 and explosive replacement dike upper block stone, and with cast-in-situ creast wall 400 by bar connecting integrally.The top of explosive replacement dike 100 and breastwork 400 support code women's head-ornaments large panel structure 500, lay harbour hardcore bed 510 below harbour face large panel structure 500 and flatten.
The present embodiment also discloses a kind of construction method for building above-mentioned gravity type quay.Following construction method is utilized to be described further gravity type quay of the present utility model.
Gravity type quay of the present utility model is built after explosive replacement dike 100 and rear hydraulic reclamation complete, and explosive replacement dike 100 needs enough width as the basic bed of caisson 200, and generally after levee body explosion, carry out side again in levee body both sides quick-fried, and levee body is landed.Mud blows within the scope of embankment by dredge pipe by rear hydraulic reclamation, and general employing layering hydraulic reclamation, ensures that levee body is stablized.
Explosive replacement dike 100 is offered foundation trench 110, and demolition blasting squeezes the armour of silt dike 100, according to stability calculation determination foundation trench sideline.Calculating described in the utility model is all with reference to (JTJ 290-98) gravity type quay design and construction specification.At the side of explosive replacement dike excavation, put slope in proportion and excavate dike heart block stone, make foundation trench inclined-plane 111 slope be 2/3 ~ 1, the present embodiment slope is designed to 2/3.Tamp foundation trench at foundation trench 110 bottom surface paving hardcore bed 112 again, form bedding.
Fall in foundation trench 110 and precast caisson 200 is installed, the front toe 210 place critical surface 211 that the position falling into caisson 200 meets caisson 200 is 45 ° with explosive replacement dike bottom surface 101 angle, fills explosive replacement dike stone between described critical surface 211 and explosive replacement dike bottom surface 101 completely.The front toe 210 that the utility model relates to on the downside of the caisson 200 that falls into foremost, involved critical surface 211 is a virtual plane, what limit caisson 200 by critical surface 211 falls installation site, the support caisson 200 that the explosive replacement dike 200 ensureing below caisson 200 can be stable and top harbour.Critical surface 211 and explosive replacement dike bottom surface 101 are in 45 °, and front toe 210 is positioned on critical surface 211.Levee body side 102 shape and the critical surface 211 of the explosive replacement dike 100 below caisson 200 have nothing to do, and ensure to be entirely explosive replacement dike stone between critical surface 211 and explosive replacement dike bottom surface 101, without filling mud or fill husky space, for guaranteed strength and stability.Namely be ensure that critical surface 211 is all positioned at the inside of explosive replacement dike 200 or critical surface 211 overlaps completely with the side 102 of explosive replacement dike 100.
To caisson 200 inside and the rear backfill block stone of installation, recover original levee body section yardstick.Owing to arranging the space that foundation trench 110 is emptied, filled up by backfill block stone, ensured steadiness and the intensity of levee body.
Caisson 200 top is higher than working water level, and can install prefabricated relieving slab 300 and cast-in-situ creast wall 400 at caisson 200 top, prefabricated relieving slab 300 is located under cast-in-situ creast wall 400.
According to stability calculation determination harbour rear backfilling material and the whether back-filling in layers of backfill load mode, carry out the backfill of harbour rear and load construction.According to the result calculating gained, determine that rear backfill is for soil or husky or block stone, to ensure to meet harbour strength and stability.In like manner determine whether back-filling in layers by calculating.
Leveling cast-in-situ creast wall 400 rear levee body block stone, spreads hardcore bed 510 compacting thereon, builds harbour face large panel structure 500.
Above-described embodiment is illustrative principle of the present utility model and effect thereof only, but not for limiting the utility model.Any person skilled in the art scholar all without prejudice under spirit of the present utility model and category, can modify above-described embodiment or changes.Therefore, such as have in art and usually know that the knowledgeable modifies or changes not departing from all equivalences completed under the spirit and technological thought that the utility model discloses, must be contained by claim of the present utility model.
Claims (6)
1. one kind is applicable to the gravity type quay of roadbed of alluvial silt, it is characterized in that, comprise roadbed of alluvial silt, explosive replacement dike and caisson, explosive replacement dike is as the bedding of caisson, be positioned on the ground bottom mud, utilize the explosive replacement dike that described roadbed of alluvial silt is formed by explosion, foundation trench is offered in the side of described explosive replacement dike, foundation trench falls into caisson, the front toe place critical surface and the explosive replacement dike bottom surface angle that fall into caisson are 45 °, explosive replacement dike stone is filled completely between described critical surface and explosive replacement dike bottom surface, caisson inside and rear backfill have block stone, above caisson, relieving slab is installed, above relieving slab, front end is provided with breastwork, harbour face large panel structure is provided with above breastwork, harbour face large panel structure and breastwork are by bar connecting integrally.
2. gravity type quay according to claim 1, is characterized in that, the bottom of described foundation trench is provided with hardcore bed, by hardcore bed leveling foundation trench bottom surface.
3. gravity type quay according to claim 1, is characterized in that, the side of described foundation trench is inclined-plane, and the inclination on described inclined-plane is 2/3 ~ 1.
4. gravity type quay according to claim 1, is characterized in that, falls into the top of caisson higher than working water level.
5. gravity type quay according to claim 1, is characterized in that, the top of described explosive replacement dike and breastwork support described harbour face large panel structure, lays hardcore bed leveling below the large panel structure of harbour face.
6. the gravity type quay according to claim 1 or 2 or 3 or 4 or 5, is characterized in that, described caisson can replace with cast square or large-scale block of stone.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520263244.9U CN204608701U (en) | 2015-04-27 | 2015-04-27 | A kind of gravity type quay being applicable to roadbed of alluvial silt |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520263244.9U CN204608701U (en) | 2015-04-27 | 2015-04-27 | A kind of gravity type quay being applicable to roadbed of alluvial silt |
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| CN204608701U true CN204608701U (en) | 2015-09-02 |
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| CN201520263244.9U Expired - Fee Related CN204608701U (en) | 2015-04-27 | 2015-04-27 | A kind of gravity type quay being applicable to roadbed of alluvial silt |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106149624A (en) * | 2015-04-27 | 2016-11-23 | 中交第三航务工程勘察设计院有限公司 | A kind of gravity type quay being applicable to roadbed of alluvial silt and construction method thereof |
| CN111663493A (en) * | 2020-07-01 | 2020-09-15 | 交通运输部天津水运工程科学研究所 | Repairing and reinforcing method suitable for block wharf after foundation damage |
-
2015
- 2015-04-27 CN CN201520263244.9U patent/CN204608701U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106149624A (en) * | 2015-04-27 | 2016-11-23 | 中交第三航务工程勘察设计院有限公司 | A kind of gravity type quay being applicable to roadbed of alluvial silt and construction method thereof |
| CN106149624B (en) * | 2015-04-27 | 2018-12-04 | 中交第三航务工程勘察设计院有限公司 | A kind of gravity type quay and its construction method suitable for roadbed of alluvial silt |
| CN111663493A (en) * | 2020-07-01 | 2020-09-15 | 交通运输部天津水运工程科学研究所 | Repairing and reinforcing method suitable for block wharf after foundation damage |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| 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: 20150902 Termination date: 20190427 |
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| CF01 | Termination of patent right due to non-payment of annual fee |