CN101892650A - Combined type seawall and construction method thereof - Google Patents
Combined type seawall and construction method thereof Download PDFInfo
- Publication number
- CN101892650A CN101892650A CN2010101982396A CN201010198239A CN101892650A CN 101892650 A CN101892650 A CN 101892650A CN 2010101982396 A CN2010101982396 A CN 2010101982396A CN 201010198239 A CN201010198239 A CN 201010198239A CN 101892650 A CN101892650 A CN 101892650A
- Authority
- CN
- China
- Prior art keywords
- stake
- sea
- sea wall
- wall tube
- tube
- 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.)
- Granted
Links
Images
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
Abstract
The invention discloses a combined type seawall which comprises seawall tubular piles. A row of vertical rigid cast-in-situ large-diameter ribbed seawall tubular piles (10) exposed out of sea level (C) are piled on an outer shallow sea side (A); hydraulic fillers (30) higher than the sea level are filled in the inner sea side (B) of the large-diameter ribbed seawall tubular piles; a plurality of rows of cast-in-situ large-diameter plain barrel seawall tubular piles (20) are piled on the inner sea side (B); the hydraulic fillers (30) higher than the sea level are filled in the areas of rows of plain barrel seawall tubular piles; riprap solid bases (40) of the plain barrel seawall tubular piles and the ribbed seawall tubular piles are arranged above the hydraulic fillers; and the construction method of firstly piling a row of vertical cast-in-situ large-diameter ribbed seawall tubular piles on the shallow sea side, then hydraulically filling in the inner side and then carrying out combined type bases construction on the filled inner side is adopted. The invention has the advantages of small stone consumption, small land occupation area of seawall body, high land utilization rate, short construction period, advanced construction process, obvious environmental protection benefit and the like.
Description
Technical field
The present invention relates to a kind of sea wall structure, especially relate to a kind of coastal area that is applicable to and want the sea wall structure in soil to tidal land.
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, is accompanied by rapid economy development, and the construction land growing tension is wanted the soil to tidal land, has become the common recognition of coastal economy developed regions.But be coated with enclosing in the past and make traditional draining poling board method rockfill dike and the explosion sludge extruding method rockfill dike that adopts in the ground engineering, need a large amount of exploitations and use building stones, surrounding enviroment are caused adverse influence, and in long-term construction, produce a large amount of mud, this technological accumulation and inheritance pollutes greatly, the settlement stability time is long, the big land utilization ratio of levee body floor space is low, and long construction period, construction costs height; Surrounding enviroment are caused adverse influence; The sea wall sedimentation that may produce in the later stage use simultaneously is big, and problems such as the sea wall impact resistance is weak, poor stability occur.
Summary of the invention
The present invention is long for the existing enrockment sea wall of solution or pipe bag sand blast sea wall etc. exists the settlement stability time, long construction period, it is big to be easy to generate the sea wall sedimentation in the later stage use, problem present situation such as the sea wall impact resistance is weak, poor stability and low, the short construction period of a kind of construction pollution that provides, the sea wall anti-impact force is strong in the later stage use, the combined type seawall of good stability.
The present invention solves the problems of the technologies described above the concrete technical scheme that is adopted to be: a kind of combined type seawall, comprise the stake of sea wall tube, it is characterized in that: 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 equipped with the stake of the plain tube of the cast-in-place major diameter of many rows sea wall tube again at inland sea side place, in the cast-in-place major diameter element of many rows tube sea wall tube stake zone, be filled with the hydraulic reclamation material that exceeds the sea level, 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.Cast-in-place major diameter has tube stake of muscle sea wall and the plain tube of cast-in-place major diameter sea wall tube pile driving construction to pollute low, short construction period; The combined type seawall structure not only satisfies the requirement of intensity and anti-impact force but also make the cost of sea wall obtain good control to a certain extent, and the light-duty sea wall of this combined type sea wall anti-impact force in the later stage use is strong, good stability.
As preferably, described major diameter has between the stake of muscle sea wall tube and is conjuncted interlock shape or has the space, and the gap is provided with sealing plate or sealing enrockment.Utilization is provided with plate or enrockment and carries out having the space between the stake of muscle sea wall tube to seal to major diameter in the gap, make the vertical type rigid pile at side front row, off-lying sea play the airtight effect of sealing.
As preferably, what described major diameter had that the stake of muscle sea wall tube adopts 800mm～2000mm diameter is cast with the stake of muscle sea wall tube.Construction pollution is low, short construction period, anti-impact force are strong, good stability; Can certainly adopt diameter greater than 2000mm be cast with the stake of muscle sea wall tube, when diameter during greater than 2000mm, the few arrangement of reinforcement of reasonably optimizing, arrangement of reinforcement not even as required to the reinforcement of tube stake core soil, and then are optimized construction speed by secondary.
As preferably, the cast-in-place plain tube sea wall tube stake of 800mm～1500mm mm diameter is adopted in the stake of the plain tube of described major diameter sea wall tube.Construction pollution is low, short construction period, satisfy on the requirement basis of intensity and anti-impact force and make the whole cost of sea wall obtain good control; Certainly do not get rid of other forms of pile formula composite foundation, for example: prefabricated tubular pile, CFG stake, cement mixing pile etc.
As preferably, be staggered ordered state between the stake of the plain tube of the described plain wherein many rows of tube sea wall tube stake sea wall tube.Cooperate and throw anti-impact force and the stability that filler further improves the plain tube sea wall tube stake zone of inland sea side.
As preferably, described have to have between tube stake of muscle sea wall and the stake of plain tube sea wall tube be the zone of hydraulic reclamation material entirely.
As preferably, described hydraulic reclamation material package is drawn together the argillic horizon of bottommost, the riprap layer at top and the silt layer of mid portion.Strengthen the anti-impact force and the stability in the plain tube sea wall tube stake zone of inland sea side.
The combined type seawall job practices of Cai Yonging preferably is characterized in that: adopt the cast-in-place thin-walled sea wall of major diameter tube pile constructing process, mainly may further comprise the steps:
A. squeeze into the cast-in-place major diameter of row's vertical type earlier at the place, shallow sea the stake of muscle sea wall tube is arranged, made the stake of muscle sea wall tube expose the sea level, be conjuncted interlock shape or the space is arranged between the tube stake, between the tube stake that the space is arranged, insert the sealing plate, make the vertical type rigid pile play the airtight effect of sealing;
B. there is muscle sea wall tube stake inboard to carry out hydraulic reclamation in major diameter, makes major diameter have the soil of muscle sea wall tube stake inboard to exceed the sea level;
C. the composite foundation construction is carried out in the inboard after major diameter has muscle sea wall tube stake hydraulic reclamation, be staggered between the stake of the plain tube of many rows sea wall tube, and the gap location between the stake of plain tube sea wall tube carries out hydraulic reclamation.
The invention has the beneficial effects as follows: cast-in-place major diameter has tube stake of muscle sea wall and the plain tube of cast-in-place major diameter sea wall tube pile driving construction to pollute low, short construction period; The combined type seawall structure not only satisfies the requirement of intensity and anti-impact force but also make the cost of sea wall obtain good control to a certain extent, and the light-duty sea wall of this combined type sea wall anti-impact force in the later stage use is strong, good stability; Exist that the building stones consumption is little, levee body floor space plot utilization rate height, the construction period is short, construction technology is advanced, the tangible multiple advantage of environmental protection benefit.
Description of drawings:
The present invention is described in further detail below in conjunction with the drawings and specific embodiments.
Fig. 1 is the structural representation of the preferred implementation of combined type seawall of the present invention and job practices thereof.
Fig. 2 is the sea wall tube stake composite combined schematic diagram of combined type seawall of the present invention and job practices thereof.
Fig. 3 is that the muscle sea wall tube row of piles that has of Fig. 1 left side apparent direction lists intention.
The specific embodiment
Embodiment 1:
Fig. 1, Fig. 2, among the embodiment shown in Figure 3, a kind of combined type seawall, comprise the stake of sea wall tube, mud 50 places, original beach of shallow sea side A squeeze into a major diameter of arranging the cast-in-place 1500mm of vertical type rigidity that exposes sea level C outside muscle sea wall tube stake 10, reinforcing cage is installed in the annular solid of muscle sea wall tube stake 10, major diameter has between the muscle sea wall tube stake 10 and is conjuncted interlock shape, there is the inland sea side B of muscle sea wall tube stake 10 to carry out hydraulic reclamation in major diameter and works the hydraulic reclamation material 30 that exceeds the sea level, hydraulic reclamation material 30 comprises the argillic horizon 31 of bottommost, the riprap layer 33 at top and the silt layer 32 of mid portion; Squeeze into the plain tube of the cast-in-place major diameter sea wall tube stake 20 of many row 1000mm again at side B place, inland sea, in the annular solid of the plain tube of diameter sea wall tube stake 20 reinforcing cage is not installed, arrange the plain tube of cast-in-place major diameter sea wall tube stake 20 more and be staggered ordered state each other.Arrange in cast-in-place major diameter that hydraulic reclamation has the hydraulic reclamation material 30 that exceeds the sea level in plain tube sea wall tube stake 20 zones more, throw on hydraulic reclamation material 30 tops and to protect the solid base 40 of wave resistance jackstone that major diameter plain tube sea wall tube stake 20 and major diameter have muscle sea wall tube stake 10 combination sea walls, it is solid basic on hydraulic reclamation material 30 and the plain tube of major diameter sea wall tube stake 20 tops that the solid base 40 of wave resistance jackstone has muscle sea wall tube stake 10 to begin to the two sections oblique jackstones of gradient in inland sea side place from major diameter, and the solid base 40 of wave resistance jackstone is highly from the plain tube of major diameter sea wall tube stake 20 top 4m.Major diameter has between muscle sea wall tube stake 10 and the plain tube sea wall tube stake 20 and has the full zone of hydraulic reclamation material 30 that is.
Embodiment 2:
Major diameter has between the muscle sea wall tube stake 10 and has the space, and the gap is provided with the sealing plate, seals with the method that increases plate in the gap, and all the other are identical with embodiment 1.
Embodiment 3:
Major diameter has between the muscle sea wall tube stake 10 and has the space, and the gap is provided with the sealing enrockment, and the method in the gap with enrockment seals, and all the other are identical with embodiment 1.
Embodiment 4:
Major diameter has muscle sea wall tube stake 10 to adopt 1200mm, and 800mm is adopted in the plain tube of cast-in-place major diameter sea wall tube stake 20, and all the other are identical with embodiment 1.
Adopt the combined type seawall job practices of the cast-in-place thin-walled sea wall of major diameter, mainly may further comprise the steps:
A. squeeze into the cast-in-place major diameter of row's vertical type earlier at the place, shallow sea the stake of muscle sea wall tube is arranged, made the stake of muscle sea wall tube expose the sea level, be conjuncted interlock shape or the space is arranged between the tube stake, between the tube stake that the space is arranged, insert the sealing plate, make the vertical type rigid pile play the airtight effect of sealing;
B. there is muscle sea wall tube stake inboard to carry out hydraulic reclamation in major diameter, makes major diameter have the soil of muscle sea wall tube stake inboard to exceed the sea level;
C. the composite foundation construction is carried out in the inboard after major diameter has muscle sea wall tube stake hydraulic reclamation, be staggered between the stake of the plain tube of many rows sea wall tube, and the gap location between the stake of plain tube sea wall tube carries out hydraulic reclamation.
Take 3 kilometers long embankment projects as example, thin-walled cylinder pile combined type seawall scheme is compared with traditional draining poling board method rockfill dike and explosion displacement method rockfill dike, and following a few part advantage is arranged:
1, the building stones consumption is little: through measuring and calculating, the used building stones of thin-walled cylinder pile combined type seawall scheme embankment are 70,000 m3About, only account for the draining poling board method or turn round used building stones 3,500,000 m of king's block rockfill dike scheme32%, only account for used building stones 6,500,000 m of explosion displacement method rockfill dike scheme3More than 1%. For the rare marine isolated island engineering of building stones, the thin-walled cylinder pile combined type seawall scheme little with the stone amount has more advantage. The in addition most of employing of the used building stones of draining poling board method and explosion displacement method outsourcing need to arrange interim stockyard at construction area, through repeatedly transporting the use cost that has greatly increased building stones.
2, levee body floor space plot utilization rate height: thin-walled cylinder pile combined type seawall scheme levee body axis is with only 135 mu of interior floor spaces, and draining poling board method rockfill dike scheme and explosion displacement method rockfill dike scheme are taken up an area respectively 450 mu and 300 mu, and thin-walled cylinder pile combined type seawall scheme is saved the area obviously. Under the reality of East China economic circle an inch of land is an inch of gold, the saving of thin-walled cylinder pile combined type seawall scheme additionally can utilize the Land Economic benefit very considerable. And this programme levee body can be in conjunction with the place of exploitation parking lot etc. with the public good function, the efficient and rational land resource of utilizing.
3, the construction period is short, construction technology is advanced: total duration of thin-walled cylinder pile combined type seawall scheme is 2 years, shortens respectively 3 years and 2 years than draining poling board method and the construction of explosion displacement method. Longkou closure section adopts a simultaneously equal thickness layering of Cast-in-place concrete to add high technology, rationally solved the difficult problem that large tracts of land is enclosed and cultivated project later stage Longkou closure difficulty.
4, environmental protection benefit is obvious: thin-walled cylinder pile combined type seawall scheme is few with building stones, has protected and has enclosed the complete of interior each island of district's scope, has kept the natural landscape on island, has played the increment effect for enclosing district's later stage land development. From the construction angle; thin-walled cylinder pile combined type seawall scheme has greatly reduced in the work progress enclosing the destruction of the ecological balance in the marine site, district; to enclose near the district all kinds of animals and plants of tidal land growth and breeding affect littler, to the pollution in marine site also little than draining poling board method and explosion displacement method scheme.
Claims (8)
1. combined type seawall, comprise the stake of sea wall tube, it is characterized in that: shallow sea side (A) locates to be equipped with the cast-in-place major diameter of vertical type rigidity that a row exposes sea level (C) outside muscle sea wall tube stake (10), there is the inland sea side (B) of muscle sea wall tube stake (10) to be filled with the hydraulic reclamation material (30) that exceeds the sea level in major diameter, locate to be equipped with the sea wall tube stake (20) of the plain tube of the cast-in-place major diameter of many rows in inland sea side (B), in the plain tube of the cast-in-place major diameter of many rows sea wall tube stake (20) zone, be filled with the hydraulic reclamation material (30) that exceeds the sea level, be provided with the sea wall tube stake (20) of plain tube on hydraulic reclamation material (30) top and the jackstone solid basic (40) of muscle sea wall tube stake (10) is arranged.
2. according to the described combined type seawall of claim 1, it is characterized in that: described major diameter has and is conjuncted interlock shape between the muscle sea wall tube stake (10) or has the space, and the gap is provided with sealing plate or sealing enrockment.
3. according to claim 1 or 2 described combined type seawalls, it is characterized in that: what described major diameter had that muscle sea wall tube stake (10) adopts 800mm～2000mm diameter is cast with the stake of muscle sea wall tube.
4. according to the described combined type seawall of claim 1, it is characterized in that: the plain tube stake of the cast-in-situ concrete of 800mm～1500mm diameter is adopted in described major diameter plain tube sea wall tube stake (20).
5. according to claim 1 or 4 described combined type seawalls, it is characterized in that: be staggered ordered state between the stake of the plain tube of the wherein many rows of described plain tube sea wall tube stake (20) sea wall tube.
6. according to claim 1 or 2 or 4 described combined type seawalls, it is characterized in that: described have to have between muscle sea wall tube stake (10) and the plain tube sea wall tube stake (20) be the zone of hydraulic reclamation material (30) entirely.
7. according to the described combined type seawall of claim 1, it is characterized in that: described hydraulic reclamation material (30) comprises the argillic horizon (31) of bottommost, the riprap layer (33) at top and the silt layer (32) of mid portion.
8. one kind is used for the described combined type seawall job practices of claim 1, it is characterized in that: adopt the cast-in-place thin-walled sea wall of major diameter tube pile constructing process, mainly may further comprise the steps:
A. squeeze into the cast-in-place major diameter of row's vertical type earlier at the place, shallow sea muscle sea wall tube stake (10) is arranged, made muscle sea wall tube stake (10) expose the sea level, be conjuncted interlock shape or the space is arranged between the tube stake, between the tube stake that the space is arranged, insert the sealing plate, make the vertical type rigid pile play the airtight effect of sealing;
B. there is muscle sea wall tube stake (10) inboard to carry out hydraulic reclamation in major diameter, makes major diameter have the soil of muscle sea wall tube stake inboard to exceed the sea level;
C. the composite foundation construction is carried out in the inboard after major diameter has muscle sea wall tube stake (10) hydraulic reclamation, be staggered between the stake of the plain tube of many rows sea wall tube, and the gap location between the stake of plain tube sea wall tube carries out hydraulic reclamation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010101982396A CN101892650B (en) | 2010-06-11 | 2010-06-11 | Combined type seawall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010101982396A CN101892650B (en) | 2010-06-11 | 2010-06-11 | Combined type seawall and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101892650A true CN101892650A (en) | 2010-11-24 |
| CN101892650B CN101892650B (en) | 2012-07-04 |
Family
ID=43101984
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010101982396A Expired - Fee Related CN101892650B (en) | 2010-06-11 | 2010-06-11 | Combined type seawall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101892650B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102505662A (en) * | 2011-11-10 | 2012-06-20 | 沈玉山 | Flood control structure by aid of concrete poles |
| CN102852118A (en) * | 2011-06-30 | 2013-01-02 | 陈东曙 | Sea wall construction method and composite sea wall thereof |
| CN103711124A (en) * | 2013-12-30 | 2014-04-09 | 江苏省交通科学研究院股份有限公司 | Concrete tapered pile foundation |
| CN104652357A (en) * | 2013-11-20 | 2015-05-27 | 上海勘测设计研究院 | Cylindrical-pile and insertion-plate revetment structure |
| CN104727325A (en) * | 2015-02-12 | 2015-06-24 | 宁波高新区围海工程技术开发有限公司 | Building method for sea wall for shoal reclamation |
| CN106049350A (en) * | 2016-07-26 | 2016-10-26 | 浙江省水利水电勘测设计院 | Anti-seepage seawall with pile foundation framework rib plate structures |
| CN102852118B (en) * | 2011-06-30 | 2016-12-14 | 陈东曙 | The construction method of a kind of sea wall and composite sea wall thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1514068A (en) * | 2003-05-28 | 2004-07-21 | 姜贤放 | Dyke-dam structural body and its construction method |
| JP2005194867A (en) * | 2003-12-12 | 2005-07-21 | Jfe Engineering Kk | External pressure resisting structure and its constructing method |
| CN2749932Y (en) * | 2004-07-28 | 2006-01-04 | 河海大学岩土工程科学研究所 | Sea wall structure |
| CN101684650A (en) * | 2008-09-27 | 2010-03-31 | 陈东曙 | Cast-in-place concrete thin-walled tooth-shaped tubular pile with large diameter, pile forming device and method for forming pile |
-
2010
- 2010-06-11 CN CN2010101982396A patent/CN101892650B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1514068A (en) * | 2003-05-28 | 2004-07-21 | 姜贤放 | Dyke-dam structural body and its construction method |
| JP2005194867A (en) * | 2003-12-12 | 2005-07-21 | Jfe Engineering Kk | External pressure resisting structure and its constructing method |
| CN2749932Y (en) * | 2004-07-28 | 2006-01-04 | 河海大学岩土工程科学研究所 | Sea wall structure |
| CN101684650A (en) * | 2008-09-27 | 2010-03-31 | 陈东曙 | Cast-in-place concrete thin-walled tooth-shaped tubular pile with large diameter, pile forming device and method for forming pile |
Non-Patent Citations (2)
| Title |
|---|
| 《岩土工程界》 20040430 陆海源,刘汉龙,谢庆道 新型PCC桩结构直立式海堤技术开发 第75-78页 1-8 第7卷, 第4期 2 * |
| 《水利水电技术》 20040531 郭平,胡明华,周建,王哲 大直径现浇混凝土薄壁筒桩在 第29-31页 1-8 第35卷, 第5期 2 * |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102852118A (en) * | 2011-06-30 | 2013-01-02 | 陈东曙 | Sea wall construction method and composite sea wall thereof |
| CN102852118B (en) * | 2011-06-30 | 2016-12-14 | 陈东曙 | The construction method of a kind of sea wall and composite sea wall thereof |
| CN102505662A (en) * | 2011-11-10 | 2012-06-20 | 沈玉山 | Flood control structure by aid of concrete poles |
| CN102505662B (en) * | 2011-11-10 | 2013-12-25 | 沈玉山 | Flood control structure by aid of concrete poles |
| CN104652357A (en) * | 2013-11-20 | 2015-05-27 | 上海勘测设计研究院 | Cylindrical-pile and insertion-plate revetment structure |
| CN103711124A (en) * | 2013-12-30 | 2014-04-09 | 江苏省交通科学研究院股份有限公司 | Concrete tapered pile foundation |
| CN103711124B (en) * | 2013-12-30 | 2016-03-23 | 苏交科集团股份有限公司 | Concrete tapered pile basis |
| CN104727325A (en) * | 2015-02-12 | 2015-06-24 | 宁波高新区围海工程技术开发有限公司 | Building method for sea wall for shoal reclamation |
| CN104727325B (en) * | 2015-02-12 | 2016-08-17 | 宁波高新区围海工程技术开发有限公司 | A kind of method of construction of polder sea wall |
| CN106049350A (en) * | 2016-07-26 | 2016-10-26 | 浙江省水利水电勘测设计院 | Anti-seepage seawall with pile foundation framework rib plate structures |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101892650B (en) | 2012-07-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1837511B (en) | Double-rowed cofferdam and method for manufacturing the same | |
| CN103015367B (en) | High-efficiency economical construction method for revetment | |
| CN107419630A (en) | A kind of the soft soil foundation high-filled embankment and construction method of effectively control settlement after construction | |
| CN105178245A (en) | Large filling bag ecological embankment and revetment building method for river lake channel | |
| CN105672199B (en) | A kind of dock structure and its construction method suitable for silt coast | |
| CN108560542B (en) | Waste tire coated building slag bidirectional reinforcement and construction method thereof | |
| CN206902488U (en) | A kind of soft soil foundation high-filled embankment of effectively control settlement after construction | |
| CN101892650B (en) | Combined type seawall and construction method thereof | |
| CN110080169B (en) | Construction method for building land by enclosing sea based on basement utilization | |
| CN210066715U (en) | Biological cement reinforced roadbed on under-consolidated and silt-blown foundation | |
| CN202595796U (en) | Water taking structure for riverbed surface water | |
| CN103243678B (en) | Mole | |
| CN202323865U (en) | Novel revetment combined structure | |
| CN109356186B (en) | Bridge tower composite foundation applicable to deep water soft soil areas and construction method | |
| CN104060573A (en) | Method for quickly building dyke on coral island | |
| CN203034418U (en) | Ecological riverway embankment by filing dimension stones in reinforced concrete frames | |
| CN202899144U (en) | Water retaining cofferdam structure | |
| CN107119716B (en) | Construction method of highway tunnel in tidal bore area of tidal marsh | |
| CN208907218U (en) | A kind of empty van sea wall structure crossed over and protect underground utilities | |
| CN212026234U (en) | Combined cofferdam of jet grouting pile and submerged large-diameter cylinder | |
| CN114657851A (en) | Roadbed disposal method for river pond area crossing | |
| CN112575730A (en) | High-strength comprehensive function breakwater with breakwater core prepared from urban waste soil resources | |
| CN208857762U (en) | Semi-circular caisson and pile foundation combined type breakwater | |
| CN201065524Y (en) | Vertical dike | |
| CN206512722U (en) | A kind of enhanced Larsen steel plate pile supporting system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| 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: 20120704 Termination date: 20140611 |
|
| EXPY | Termination of patent right or utility model |