CN201962645U - Caisson-type open-pier seawall - Google Patents
Caisson-type open-pier seawall Download PDFInfo
- Publication number
- CN201962645U CN201962645U CN2011200014909U CN201120001490U CN201962645U CN 201962645 U CN201962645 U CN 201962645U CN 2011200014909 U CN2011200014909 U CN 2011200014909U CN 201120001490 U CN201120001490 U CN 201120001490U CN 201962645 U CN201962645 U CN 201962645U
- Authority
- CN
- China
- Prior art keywords
- caisson
- platform
- sea
- face
- seawall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Revetment (AREA)
Abstract
The utility model relates to a seawall, which aims to provide the seawall which is characterized in that reinforced concrete box bodies are successively connected, and a cylindrical pile penetrates into the seawall to serve as the base. The caisson-type open-pier seawall comprises a caisson platform positioned on a seabed soft earth matrix in the coastal engineering, wherein the caisson platform is provided with a bearing pier which penetrates into the caisson platform and is embedded into the seabed; and one side facing the sea and one side facing the land of the caisson platform are provided with compacting layers. The caisson-type open-pier seawall has the beneficial effect on improving the carrying capacity and the stability of the seawall; in addition, the caisson platform can be used as a construction platform; and after construction machines are arranged on the construction platform, construction is carried out according to a land construction method. According to the seawall, the marine operation of ships is reduced, the construction cost is lowered, and the seawall can be widely applied to the coastal embankment building engineering.
Description
Technical field
The utility model relates to a kind of sea wall and job practices thereof, particularly relates to a kind of caisson type high stake sea wall and job practices thereof.
Background technology
Along with deepening continuously of China's reform and opening-up, China's economic construction stable and rapid development, especially economy development of coastal area has obtained remarkable achievement.As everyone knows, land resources is the important foundation that guarantees economic development, be accompanied by rapid economy development, the construction land growing tension, want the soil to tidal land, become the common recognition of coastal economy developed regions, the bracing of foundation pit of building construction and ground are handled quantity in addition also sharply increases, and requires also more and more higher, but in the enrockment embankment method of making in the ground engineering that is coated with of enclosing in the past, need a large amount of exploitations and use building stones, surrounding enviroment are caused adverse influence, and it is long to exist the settlement stability time, cause the construction period long, sea wall sedimentation and settlement after construction are big, influence the sea wall quality, and a little less than the sea wall impact resistance, poor stability, in addition, these sea wall structure sections are big, and it is big to take oceanic area.
Chinese patent notification number CN2749932Y, a kind of sea wall structure is disclosed, it adopts by conjuncted campshed, reinforcement levee body, plastic draining board, light-duty casting resin, anchor structure and constitutes, the bottom is the levee foundation that vertical plastic draining board is reinforced in the vertical longitudinally conjuncted campshed in both sides, it on it horizontal drainage sand cushion, be the reinforcement levee body on sand mat of subgrade, reinforcement levee body, conjuncted campshed connected, add light-duty casting resin between conjuncted campshed, the reinforcement levee body by anchor structure, crossbeam.This sea wall construction cost is higher, and the waste raw material.
Chinese patent notification number CN101892650A, a kind of combined type seawall is disclosed, comprise the stake of sea wall tube, side place in shallow sea is equipped with the cast-in-place major diameter of vertical type rigidity that a row exposes the sea level outside the stake of muscle sea wall tube, there is the inland sea side of muscle sea wall tube stake to be filled with the hydraulic reclamation material that exceeds the sea level in major diameter, be provided with the sea wall tube stake of plain tube on hydraulic reclamation material top and have the jackstone of muscle sea wall tube stake solid basic, adopt squeeze at the place, shallow sea earlier the cast-in-place major diameter of row's vertical type have the stake of muscle sea wall tube more within it side carry out hydraulic reclamation, carry out the job practices of composite foundation construction again in the good inboard of hydraulic reclamation.The top of this combined type seawall is hydraulic reclamation material and jackstone, and globality is relatively poor.
Summary of the invention
The purpose of this utility model is to provide a kind of steel concrete casing to connect in turn, and is penetrated with the sea wall that the basis is done in tube stake, to solve bulk strength and less stable and the high problem of construction cost that exists in the background technology.
To achieve these goals, the technical solution of the utility model is: the high stake of a kind of caisson type sea wall, comprise the caisson platform that is arranged on the weak soil base of coastal engineering seabed, described caisson platform is provided with the bearing peg in the implantation seabed of running through this caisson platform, the side and face the land side and be provided with suppressing layer of bordering on the sea of described caisson platform.Adopt the support of bearing peg as the caisson platform, the supporting capacity and the stability of sea wall have been improved, and the side and face the land side and be provided with suppressing layer of bordering on the sea at the caisson platform, the resistance to capsizing and the stability of sea wall have further been improved, the caisson platform that is supported by seabed weak soil base can use as operation platform in addition, construct according to land job practices after placing construction machinery thereon, reduce the boats and ships operation on the sea, reduced construction cost.
As preferably, described caisson platform is that a plurality of steel concrete casings are spliced, the two sides of the length direction of described caisson platform are the connection end face of casing, an end that connects end face is the protrusion connecting portion that outwards protrudes, the other end is inside recessed recessed connecting portion, and it is adaptive that described protrusion connecting portion inserts recessed connecting portion.The caisson platform is spliced from beginning to end by a plurality of casings, both sides at casing are shaped on steel plate in advance, adjacent casing welds together by steel plate, the flowing water production in enormous quantities at the construction field (site) of this casing, this casing can be passed to construction location during construction, reduced marine transportation, can enhance productivity and safety.
As preferably, described casing comprises left case and right case, and the right side of described left case and the left side of right case are for being connected end face, and an end that connects end face is the protrusion connecting portion that outwards protrudes, the other end is inside recessed recessed connecting portion, and it is adaptive that described protrusion connecting portion inserts recessed connecting portion.If the sea wall of design is than broad, owing to being not easy to make the casing of single broad, so the structure that adopts two casings to connect side by side.
As preferably, be provided with the reservation pile sleeve that connects its upper and lower surfaces in the described casing, described bearing peg is connected to reserves the pile sleeve.This bearing peg forms for the cast-in-situ concrete manufacturing, and the reservation pile sleeve in the outer cylinder of bearing peg and the caisson is built and is integral, and makes bearing peg and caisson platform form integral body, and its whole bearing capacity and stability are better.
As preferably, be provided with the sheet pile diaphragm wall, the platy structure of this sheet pile diaphragm wall between the described adjacent bearing peg that stretches out the outer side that borders on the sea of caisson platform end face for erectting.Be provided with the sheet pile diaphragm wall between the adjacent bearing peg outside stretching out box top, the one, can strengthen the bulk strength between the bearing peg, the 2nd, the platy structure of this sheet pile diaphragm wall for erectting can be resisted wave and cross sea wall.
As preferably, described stretch out between the outer adjacent bearing peg that faces the land side of caisson platform end face and face between the bearing peg of the bearing peg of land side and the side that borders on the sea be equipped with the reinforcement girt strip, and be provided with cover plate on the top of bearing peg.Girt strip can improve the intensity of high stake sea wall and the ability of storm resisting.Cover plate can also be keeped out wind and rain except strengthening the intensity of high stake, and the space under the cover plate can be used for other purposes, as service facilitiess such as warehouse, StoreFronts.
As preferably, described suppressing layer comprises throws the Da Shi layer of filling out, and described Da Shi layer bottom is covered with geotextiles.Caisson platform both sides are thrown and to be filled out the Da Shi layer that is lined with geotextiles, can avoid caisson platform two side bottoms to be corroded by seawater scouring and cause soil matrix to run off, the stability and the safety that have improved sea wall.
As preferably, the diaphragm wall of holding one's breath that faces the insertion soil matrix that is provided with setting between land side and the suppressing layer of described caisson platform.This diaphragm wall of holding one's breath can stop off-lying sea infiltration upcountry in the dark soil matrix.
As preferably, described bearing peg is the stake of large-diameter hollow thin-walled cast-in-situ concrete tube.Bearing peg adopts the large-diameter hollow thin-walled cylinder pile, can save material, reduces cost, because major diameter tube stake prefabricated component inserts the subsea construction difficulty and cost is all higher, pouring forms so adopt at the construction field (site) in addition.
The beneficial effect of the high stake of the utility model caisson type sea wall is: the support of seabed as the caisson platform inserted in the stake of major diameter tube, the supporting capacity and the stability of sea wall have been improved, this stake is stretched out caisson platform end face and is provided with the sheet pile diaphragm wall, can be as the wave wall of resisting wave, and the side and face the land side and be provided with suppressing layer of bordering on the sea at the caisson platform, the resistance to capsizing and the stability of sea wall have further been improved, the caisson platform can use as operation platform in addition, construct according to land job practices after placing construction machinery thereon, reduce the boats and ships operation on the sea, reduced construction cost.
Description of drawings
Fig. 1 is one section a structural representation of the intercepting of the high stake of the utility model caisson type sea wall;
Fig. 2 is the profile of the high stake of caisson type sea wall among the embodiment 1;
Fig. 3 is the vertical view of caisson platform among the embodiment 1;
Fig. 4 is the sectional view of casing among the embodiment 1;
Fig. 5 is the structural representation of casing among the embodiment 1;
Fig. 6 is the rear elevation of Fig. 5;
Fig. 7 is the site operation schematic diagram of caisson platform among the embodiment 1;
Fig. 8 is the profile of the high stake of caisson type sea wall among the embodiment 2;
Fig. 9 is the structural representation of casing among the embodiment 2;
Figure 10 is the structural representation of left case;
Figure 11 is the structural representation of right case.
Number in the figure is respectively: case 101b. right case 102. in 100. caisson platforms, 101. a casing 101a. left side is reserved pile sleeves 103. floating tray 104. suppressing layers 105. geotextiles 106. 107. stakes of diaphragm wall, 108. sheet pile diaphragm walls, 109. girt strips, 110. cover plates, 200. buoyancy tanks of holding one's breath.
The specific embodiment
Also in conjunction with the accompanying drawings the technical solution of the utility model is further described specifically below by embodiment.
Embodiment 1:
As depicted in figs. 1 and 2, the high stake of a kind of caisson type sea wall, comprise the caisson platform 100 that is positioned on the weak soil base of seabed, shallow sea, this caisson platform is that a plurality of steel concrete casings 101 are spliced, as shown in Figure 3, the quantity of casing 101 is decided by the design length of sea wall, this casing 101 is hollow rectangular structure, as shown in Figure 4, be provided with the reservation pile sleeve 102 that connects its upper and lower surface in this casing 101, a side of these casing 101 widths has the protrusion connecting portion of outside protrusion, and another side has inwardly recessed recessed connecting portion, and the structure of casing 101 as shown in Figure 5 and Figure 6, splice by protruding connecting portion and recessed connecting portion between two adjacent casings 101, while all is embedded with steel plate at the edge of the connection side of casing 101, after 101 pairs of adjacent casings connect, its steel plate is welded together.The side and face the land side and be equipped with suppressing layer 104 of bordering on the sea at caisson platform 100, this suppressing layer 104 is thrown to fill out by Da Shi and is formed, suppression spats as caisson platform 100, and be covered with geotextiles 105 in the bottom of Da Shi layer, ground under the suppressing layer carries out consolidation process as required, as drainage consolidation method or rigid pile composite foundation, wherein effective with the tube pile composite foundation.Between the contact surface that faces land side and suppressing layer 104 of caisson platform 100, be provided with the diaphragm wall 106 of holding one's breath of the insertion soil matrix of setting.This diaphragm wall 106 of holding one's breath can stop off-lying sea infiltration upcountry in the dark soil matrix.In the reservation pile sleeve 102 of each casing 101 all cross-under tube stake 107 is arranged, this stake 107 is built with reservation pile sleeve 102 and is one, this stake 107 is a hollow large diameter thin wall in situ concrete pile, the identical length of all stakes 107 together, the seabed is implanted in these stake 107 bottoms, the end face of casing 101 is then stretched out on its top, be provided with sheet pile diaphragm wall 108 between the described adjacent tube stake 107 of stretching out the outer side that borders on the sea of casing 101 end faces, the platy structure of this sheet pile diaphragm wall 108 for erectting can be resisted the impact of wave as wave wall.And stretch out between the adjacent tube stake 107 of facing the land side outside casing 101 end faces and a tube of the tube stake of facing the land side and the side that borders on the sea 107 between be equipped with tabular reinforcement girt strip 109.Be provided with cover plate 110 on the top of tube stake 107.In order to reduce the impact of wave, can on the slope of suppressing layer 104, wave-breaking body be set to sea wall.
The high stake of above-mentioned caisson type sea wall can be made with the following method, as shown in Figure 7, may further comprise the steps:
1. go out a trough that the bottom is smooth clearly in the precalculated position in sea area, and open up a place, make steel concrete casing 101 in the venue on the trough next door;
2. first casing 101 is passed to trough, and in the side and face the land side and install buoyancy tank 200 of bordering on the sea of casing 101, front end at casing 101 installs floating tray 103, and then pass a segment distance along the length direction of trough, second casing 101 can be passed smoothly to trough, and with itself and the docking of first casing 101, then the steel plate welding of adjacent two casing 101 end faces and side correspondence position, afterwards in the side and face the land side and install buoyancy tank 200 of bordering on the sea of second casing 101; Because the method manufacturing that the high stake of caisson type of the present invention sea wall adopts hydraulic pressure to advance, be provided with the floating tray 103 of fore shape in caisson platform 100 front bottom end, caisson platform 100 unlikely downward bundle in the process that advances is advanced in the soil, and suffered resistance when reducing to advance, difficulty of construction reduced.
3. will weld the length direction of good casing 101 coastal grooves and pass a segment distance, next casing 101 can be passed smoothly to trough, and it is docked with a last casing 101, then the steel plate of these two casing 101 end faces and side correspondence position welding, afterwards in the side and face the land side and install buoyancy tank 200 of bordering on the sea of casing 101;
4. repeating step 3., 5. the caisson platform 100 until forming design length carries out step afterwards;
5. remove the buoyancy tank 200 of floating tray 103 and caisson platform 100 both sides,, and fill out Da Shi in geotextiles 105 upthrows and form suppressing layer 104 in the side and face the land side and spread geotextiles 105 of bordering on the sea of caisson platform 100;
6. construction machinery is placed on the casing 101 that needs construction, in reserving pile sleeve 102, squeeze into the pile making device that is used to make large diameter thin wall tube stake 107, and put into reinforcing cage, the pre-part concrete of irritating in pile making device, pull out pile making device while pouring in the vibration afterwards, promptly form casing 101 and tube stake 107 structures that connect as one;
7. repeating step 6., until finishing all tube stakes 107 of caisson platform 100;
8. build in caisson platform 100 cope match-plate patterns and extend and the tube stake 107 that continues, and template builds the diaphragm wall 106 of holding one's breath, sheet pile diaphragm wall 108, strengthens girt strip 109 and cover plate 110, promptly form the high stake of caisson type sea wall.
Casing 101 in the job practices of the high stake of this caisson type sea wall also can preset at precasting yard, water transportation is to the sea wall offshore position after satisfying intensity, arrive the bank by puller system stretch-draw on the bank again, and hold out against mutually be fixed into as a whole, casing 101 synchronous water fillings are sunk one by one then, sink to sea bed, form caisson platform 100.But this method landed cost is higher.
Embodiment 2:
As shown in Figure 8, the high stake of a kind of caisson type sea wall, the difference of itself and embodiment 1 is: casing 101 comprises left case 101a and right case 101b, as Fig. 9, Figure 10 and shown in Figure 11, if the broad of sea wall design, and it is high or move inconvenient the time to make casing 101 relative difficulty, then adopts the mode of this left case 101a and right case 101b splicing, is respectively equipped with the reservation pile sleeve 102 that connects upper and lower surface on left case 101a and right case 101b.
Sea wall job practices among the embodiment 2 and the difference of embodiment 1 are: left case 101a and right case 101b are spliced into casing 101, all the other are identical with embodiment 1.
Above-mentioned described specific embodiment only is that the preferable examples explanation is done in design of the present utility model.All any modifications of being made within spirit of the present utility model and principle or replenish or be equal to alternatively all should be included within the protection domain of the utility model claim.
Claims (9)
1. the high stake of caisson type sea wall, it is characterized in that: comprise the caisson platform (100) that is arranged on the weak soil base of coastal engineering seabed, described caisson platform (100) is provided with the bearing peg in the implantation seabed of running through this caisson platform (100), the side and face the land side and be provided with suppressing layer (104) of bordering on the sea of described caisson platform (100).
2. the high stake of caisson type according to claim 1 sea wall, it is characterized in that: described caisson platform (100) is spliced for a plurality of steel concrete casings (101), the two sides of the length direction of described caisson platform (100) are the connection end face of casing (101), an end that connects end face is the protrusion connecting portion that outwards protrudes, the other end is inside recessed recessed connecting portion, and it is adaptive that described protrusion connecting portion inserts recessed connecting portion.
3. the high stake of caisson type according to claim 2 sea wall is characterized in that: be provided with the reservation pile sleeve (102) that connects its upper and lower surfaces in the described casing (101), described bearing peg is connected to reserves pile sleeve (102).
4. the high stake of caisson type according to claim 2 sea wall, it is characterized in that: described casing (101) comprises left case (101a) and right case (101b), the left side of the right side of described left case (101a) and right case (101b) is for being connected end face, an end that connects end face is the protrusion connecting portion that outwards protrudes, the other end is inside recessed recessed connecting portion, it is adaptive that described protrusion connecting portion inserts recessed connecting portion, is equipped with the reservation pile sleeve (102) that connects its upper and lower surface in described left case (101a) and the right case (101b).
5. according to the high stake of each described caisson type of claim 1 to 4 sea wall, it is characterized in that: be provided with sheet pile diaphragm wall (108), the platy structure of this sheet pile diaphragm wall (108) between the described adjacent bearing peg that stretches out the outer side that borders on the sea of caisson platform (100) end face for erectting.
6. according to the high stake of each described caisson type of claim 1 to 4 sea wall, it is characterized in that: described stretch out between the outer adjacent bearing peg that faces the land side of caisson platform (100) end face and face between the bearing peg of the bearing peg of land side and the side that borders on the sea be equipped with reinforcement girt strip (109), and be provided with cover plate (110) on the top of bearing peg.
7. according to the high stake of each described caisson type of claim 1 to 4 sea wall, it is characterized in that: described suppressing layer (104) comprises throws the Da Shi layer of filling out, and described Da Shi layer bottom is covered with geotextiles (105).
8. according to the high stake of each described caisson type of claim 1 to 4 sea wall, it is characterized in that: described caisson platform (100) face the diaphragm wall of holding one's breath (108) that is provided with the insertion soil matrix of setting between land side and the suppressing layer (104).
9. according to the high stake of each described caisson type of claim 1 to 4 sea wall, it is characterized in that: described bearing peg is large-diameter hollow thin-walled cast-in-situ concrete tube stake (107).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200014909U CN201962645U (en) | 2011-01-05 | 2011-01-05 | Caisson-type open-pier seawall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200014909U CN201962645U (en) | 2011-01-05 | 2011-01-05 | Caisson-type open-pier seawall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201962645U true CN201962645U (en) | 2011-09-07 |
Family
ID=44525179
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011200014909U Expired - Fee Related CN201962645U (en) | 2011-01-05 | 2011-01-05 | Caisson-type open-pier seawall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201962645U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314109A (en) * | 2014-10-30 | 2015-01-28 | 神华集团有限责任公司 | Experiment device of simulation pile box |
-
2011
- 2011-01-05 CN CN2011200014909U patent/CN201962645U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314109A (en) * | 2014-10-30 | 2015-01-28 | 神华集团有限责任公司 | Experiment device of simulation pile box |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Esteban et al. | Gravity based support structures for offshore wind turbine generators: Review of the installation process | |
| CN103321241B (en) | Deep water open type combination foundation harbour and construction method thereof | |
| CN102080364B (en) | Pile bearing caisson seawall and construction method thereof | |
| US20220002961A1 (en) | Suction Anchors and Their Methods of Manufacture | |
| CN101255701A (en) | At-sea composite foundation | |
| CN201962644U (en) | Pile-supported type caisson seawall | |
| CN100535264C (en) | Steel boxed cofferdam and recovery method thereof | |
| CN102587316A (en) | Caisson type high-pile seawall and construction method thereof | |
| CN201649036U (en) | Pipe pile platform used for building dock | |
| CN201520954U (en) | Caisson platform for building docks | |
| CN201962645U (en) | Caisson-type open-pier seawall | |
| CN111691447A (en) | Slow sinking type caisson construction method for reducing load of immersed tube tunnel tube top | |
| CN211815989U (en) | Over-current type permeable breakwater structure | |
| CN111485579B (en) | Bridge-tunnel transition conversion structure between suspension tunnel and deepwater suspension bridge | |
| CN201520955U (en) | Oversized section hollow thin-wall pile used for bearing caission platform | |
| CN212128811U (en) | Main tower artificial island structure of deep open sea suspension bridge | |
| CN110878546A (en) | Construction method of suction barrel and round caisson integrally prefabricated offshore deep water wharf | |
| CN115897479B (en) | Novel assembled wharf revetment structure based on barrel type foundation and construction method | |
| CN110552360A (en) | Double-row steel pipe pile cofferdam construction method | |
| CN217975539U (en) | Overwater bored cast-in-place pile for wharf power transformation and reinforcement | |
| CN210636370U (en) | Steel-pipe pile short sheet pile wall combination formula high pile pier | |
| CN219951575U (en) | Road structure of underpass railway bridge | |
| RU145661U1 (en) | Sheet piling | |
| KR101069382B1 (en) | Geotextile tube system and its construction method thereof by using barges | |
| CN220433721U (en) | A case for construction of marine bridge multi-pile cap |
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: 20110907 Termination date: 20130105 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |