CN104727325A - Building method for sea wall for shoal reclamation - Google Patents

Building method for sea wall for shoal reclamation Download PDF

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Publication number
CN104727325A
CN104727325A CN201510074096.0A CN201510074096A CN104727325A CN 104727325 A CN104727325 A CN 104727325A CN 201510074096 A CN201510074096 A CN 201510074096A CN 104727325 A CN104727325 A CN 104727325A
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China
Prior art keywords
sea wall
duricrust
pipeline section
prefabricated
wall pipeline
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CN201510074096.0A
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CN104727325B (en
Inventor
杨俊杰
吴良勇
俞元洪
姜欢悦
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NINGBO HIGH-TECH ZONE SEA-CLOSURE ENGINEERING TECHNOLOGY DEVELOPMENT Co Ltd
Zhejiang University of Technology ZJUT
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NINGBO HIGH-TECH ZONE SEA-CLOSURE ENGINEERING TECHNOLOGY DEVELOPMENT Co Ltd
Zhejiang University of Technology ZJUT
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/18—Making embankments, e.g. dikes, dams
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00—Keeping dry foundation sites or other areas in the ground
    • E02D19/02—Restraining of open water
    • E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
    • 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

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Environmental & Geological Engineering (AREA)
  • Ocean & Marine Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Revetment (AREA)

Abstract

The invention discloses a building method for a sea wall for shoal reclamation. According to the requirement of the project overall design, the shape of hull sea wall pipe sections is determined, and the hull sea wall pipe sections are prefabricated joint by joint on a prefabricated field and are transported to a sea wall building position in a floating mode; after a foundation ground layer with the bearing capacity is flattened, soil is started to be excavated from the well sinking cutting curb, inner cavities of the hull sea wall pipe sections are filled with soil, and the well sinking cutting curb goes deep into the foundation ground layer by the designed depth; after the bottom faces of the hull sea wall pipe sections and a foundation are completely workable, the inner cavities of the hull sea wall pipe sections are filled fully; the front hull sea wall pipe sections are connected, stone is thrown to the outer sides of the bottoms of the hull sea wall pipe sections for fixation, the stability of the hull sea wall pipe sections is guaranteed, the steps are repeatedly carried out till sinking installing of all the prefabricated hull sea wall pipe sections is finished, and the sea wall is obtained through building. The building method has the advantages that the offshore operating time is shortened, the sea wall building efficiency is improved, the effect of project construction to the environment is reduced, meanwhile, the construction cost is saved, energy consumption is reduced, and the quality of the seal wall obtained through building is improved.

Description

A kind of construction method of polder sea wall
Technical field
The present invention relates to a kind of sea wall building technology, especially relate to a kind of construction method of polder sea wall, it can build the sea wall that realizes fast and safely under the condition that foundation condition is weaker, builds the sea wall that obtains and is specially adapted to small-sized coffering.
Background technology
First polder needs to build sea wall, and soft base common technique difficult problem of running into during to be sea wall build, and the self property of soft base determines that it needs could as the ground of engineering construction after consolidation process.At present mainly through the consolidation process of the soft base that be in the milk again after jackstone, but, on the one hand because sea wall length is large, therefore need in highway on soft ground process the plant equipment of input and earthwork huge, cause construction costs high; On the other hand, sea wall density require high, and due to the effective rate of utilization being thrown into the marine cubic metre of earth and stone and slurries lower, therefore may there is spillage, this can cause the density of sea wall poor, thus causes the poor stability of sea wall.
In China's many polder area, cubic metre of earth and stone source is more nervous, and the environmental requirement that improves constantly of China in addition, a large amount of excavations of the cubic metre of earth and stone do not meet fundamental state policy requirement yet.For reducing a large amount of excavations of the cubic metre of earth and stone, also have at present and adopt steel sheet-pile cofferdam to carry out sea wall construction, although this method speed of application is very fast, but for reducing costs, and for becoming through hole after avoiding steel sheet pile to rot and affecting the stability of sea wall greatly, steel sheet pile is reclaimed in usual requirement, but steel sheet pile is removed very inconvenient.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of construction method of polder sea wall, and its speed of application is fast, cost is low, and builds the good stability of the sea wall obtained.
The present invention solves the problems of the technologies described above adopted technical scheme: a kind of construction method of polder sea wall, is characterized in that comprising the following steps:
1. according to designing requirement, at the prefabricated duricrust sea wall pipeline section with caisson cutting edge of precasting yard;
2. the duricrust sea wall pipeline section that transportation by driving is all builds position to sea wall;
3. on power of the holding stratum of sea wall construction position, excavate the foundation trench for placing duricrust sea wall pipeline section;
4. build position sinking duricrust sea wall pipeline section at sea wall, and make its sinking on foundation trench:
If the degree of depth that power of the holding stratum of position built by sea wall is no more than 5m, then first utilizes the water surface to dredge and complete mechanical chipping foundation trench, to make duricrust sea wall pipeline section steady after placing; Then sinking duricrust sea wall pipeline section, and make its sinking on foundation trench;
If sea wall builds the degree of depth on power of the holding stratum of position more than 5m, then first utilize rig on foundation trench, dig several foundation trench mud-suction holes; Then sinking duricrust sea wall pipeline section, makes the height point elevation location contacting foundation trench bottom it; Again by the alluvial mud in pipeline section mud-suction hole reserved on the duricrust sea wall pipeline section of firm sinking suction foundation trench mud-suction hole, along with the sinking of the duricrust sea wall pipeline section of firm sinking, progressively the height of foundation trench point is flattened; Finally by foundation trench mud-suction hole to sandblasting on foundation trench, make foundation trench smooth with the elevation location lower of filling foundation trench;
5. while on duricrust sea wall Pipe Sinking to foundation trench, utilize the water surface to dredge and complete machinery or dredge pump, cut the earth or inhale mud in position corresponding with the caisson cutting edge of duricrust sea wall pipeline section on foundation trench, the caisson cutting edge of duricrust sea wall pipeline section is sunk, till the bottom surface of duricrust sea wall pipeline section is close to completely with the surface of holding power stratum; Dredged by the water surface to complete after tidal land mud that machinery or dredge pump extract mixes with curing compound inserts in the inner chamber of duricrust sea wall pipeline section simultaneously;
6. according to designing requirement, the water surface is utilized to dredge to complete machinery or dredge pump to extract tidal land mud around sea wall, again extracted tidal land mud is mixed the rear inner chamber continuing to fill duricrust sea wall pipeline section with curing compound, then after tidal land silt deposit, the clear water on the tidal land mud top after being positioned at precipitation is discharged, until the inner chamber of duricrust sea wall pipeline section is filled to design elevation;
7. in a longitudinal direction, the duricrust sea wall pipeline section firm sinking put in place is connected under water with the duricrust sea wall pipeline section that sinking puts in place;
8. detect lengthwise position and the lateral attitude of all duricrust sea wall pipeline sections, after all duricrust sea wall pipeline sections meet designing requirement, position to the side of duricrust sea wall pipeline section and bottom surface grouting, build and obtain sea wall.
Described step 1. in the prefabrication process of duricrust sea wall pipeline section be:
1.-1, according to geologic information, determine the supporting capacity on power of the holding stratum of sea wall to be built, be designated as f a, f aunit be kN/m 2;
1.-2, f is determined awith the relation treating the top width of prefabricated duricrust sea wall pipeline section, bottom width, height, wherein, K is safety factor, W represent prefabricated one section of duricrust sea wall pipeline section within it chamber populated after gross weight and unit is kN, L represents the length for the treatment of prefabricated duricrust sea wall pipeline section and unit is m, the value of L is determined according to sea wall to be built in advance, H represents the height treating prefabricated duricrust sea wall pipeline section, and unit is m, B 1the top width of prefabricated duricrust sea wall pipeline section is treated in expression and unit is m, B 1value in advance require to determine according to the driving of the top width treating prefabricated duricrust sea wall pipeline section, B 2the bottom width of prefabricated duricrust sea wall pipeline section is treated in expression and unit is m, B 2value determine according to the stability requirement of sea wall to be built in advance, one section of prefabricated duricrust sea wall pipeline section that γ represents requirement within it chamber populated after average severe and unit is kN/m 3, the value of γ is determined according to the stability requirement of sea wall to be built in advance;
1.-3, according to f a, B 1, B 2and γ, determine the first prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 1, H 1 = 2 f a K × γ × ( B 2 B 1 + B 2 ) , Wherein, H 1unit be m;
1.-4, according to f a, B 1, B 2and γ, and consider the severe that the seawater of position built by sea wall, determine the second prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 2, wherein, γ wrepresent that the severe of the seawater of position built by sea wall and unit is kN/m 3, H 2unit be m;
1.-5, according to f a, B 1, B 2and γ, and consider the sea wall settling amount that sea wall builds the wave heights of position, tide water level height and expectation, determine the 3rd prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 3, wherein, γ srepresent the average severe before prefabricated one section of duricrust sea wall section floating and unit is kN/m 3, H 3unit be m;
1.-6, according to H 1, H 2and H 3, obtain the height H treating prefabricated duricrust sea wall pipeline section, H=max{H 1, H 2, H 3, wherein, max () is for getting max function, and the unit of H is m;
1.-7, according to the stability requirement of sea wall to be built, determine to be arranged at the length of the caisson cutting edge on the bottom surface for the treatment of prefabricated duricrust sea wall pipeline section; And according to treating the detailing requiments of prefabricated duricrust sea wall pipeline section, the span that should be arranged at the thickness of the caisson cutting edge on the bottom surface for the treatment of prefabricated duricrust sea wall pipeline section is defined as [0.3m, 0.5m];
1.-8, according to the length L, height H, the top width B that treat prefabricated duricrust sea wall pipeline section 1, bottom width B 2and the length of caisson cutting edge and thickness, prefabricated duricrust sea wall pipeline section, and near the bottom and caisson cutting edge of duricrust sea wall pipeline section reserved pipeline section mud-suction hole.
The described step number that 4. middle foundation trench mud-suction hole is arranged is less than or equals the bottom of duricrust sea wall pipeline section and total number of the neighbouring reserved pipeline section mud-suction hole of caisson cutting edge, and the position that foundation trench mud-suction hole is arranged should be corresponding with the position of the pipeline section mud-suction hole reserved near the bottom of duricrust sea wall pipeline section and caisson cutting edge.
Described step 7. in just the duricrust sea wall pipeline section that puts in place of sinking being connected of duricrust sea wall pipeline section adopt wedge mouth to encrypt the connected mode of sealing inserts under water with sinking puts in place.
Compared with prior art, the invention has the advantages that:
1) duricrust sea wall technology is combined with sink well technique, creatively set up caisson cutting edge when prefabricated duricrust sea wall pipeline section in its both sides, bottom surface, and on caisson cutting edge, set up sword pin mud-suction hole, the tidal land mud that can directly utilize the deadweight of duricrust sea wall pipeline section and open caisson shoveling process to produce is as one of the sinking power of open caisson, the caisson cutting edge of the both sides, bottom surface of duricrust sea wall pipeline section stabilizes levee body simultaneously, directly can improve the stability of duricrust sea wall pipeline section, thus the stability of building the sea wall obtained can be improved.
2) utilize duricrust sea wall prefabrication of tube section technology, can improve the making quality of duricrust sea wall pipeline section, the complicated construction technique of the laying of sea wall basis, sea wall concreting is carried out at the scene of also reducing, and namely decreases the operations offshore time, improves fill efficiency.
3) the transportation by driving technology of immersed tube tunnel is used for reference, ensure that duricrust sea wall pipeline section builds transporting safely of position from precasting yard to sea wall, and use for reference the link technique under water of immersed tube tunnel, ensure that the safety between duricrust sea wall pipeline section is installed, thus ensure that the quality of sea wall, accelerate engineering construction progress significantly again.
4) shoveling in well sinking process is used for the inner chamber of filling duricrust sea wall pipeline section, both ensure that well sinking speed, again save the earthwork of filling and needed for basement process, well decrease the impact of engineering construction on environment, save construction cost simultaneously, decrease energy consumption.
Accompanying drawing explanation
Fig. 1 is the cross sectional representation of the duricrust sea wall pipeline section utilizing the inventive method to obtain;
Fig. 2 is the Longitudinal cross section schematic of the duricrust sea wall pipeline section utilizing the inventive method to obtain;
Fig. 3 be the inventive method totally realize block diagram.
Detailed description of the invention
Below in conjunction with accompanying drawing embodiment, the present invention is described in further detail.
The construction method of a kind of polder sea wall that the present invention proposes, it, according to engineering global design requirement, determines the shape of duricrust sea wall pipeline section, and at precasting yard section by section by good for duricrust sea wall prefabrication of tube section, transportation by driving builds position to sea wall; After smooth to the ground stratum with bearing capacity, start cut the earth from caisson cutting edge and banket in the inner chamber of duricrust sea wall pipeline section, make caisson cutting edge in depth base layer projected depth; Treat that bottom surface and the ground of duricrust sea wall pipeline section are completely practicable, then the inner chamber of duricrust sea wall pipeline section is filled up; Connection prosthomere duricrust sea wall pipeline section, jackstone is fixed at the end of duricrust sea wall pipeline section, ensures its stability, repeats above-mentioned steps until the sinking of whole prefabricated duricrust sea wall pipeline section installed, builds and obtain sea wall.As shown in Figure 3, construction method of the present invention specifically comprises the following steps:
1. according to designing requirement, at the prefabricated duricrust sea wall pipeline section with caisson cutting edge of precasting yard.
In this particular embodiment, step 1. in the prefabrication process of duricrust sea wall pipeline section be:
-1 1., according to geologic information, determine that the supporting capacity on power of the holding stratum of position built by sea wall, be designated as f a, f aunit be kN/m 2.
1.-2, f is determined awith the relation treating the top width of prefabricated duricrust sea wall pipeline section, bottom width, height, wherein, K is safety factor, get K=2 in the present embodiment, W represent prefabricated one section of duricrust sea wall pipeline section within it chamber populated after gross weight and unit is kN, L represents the length for the treatment of prefabricated duricrust sea wall pipeline section and unit is m, the value of L is determined according to sea wall to be built in advance, and H represents the height for the treatment of prefabricated duricrust sea wall pipeline section and unit is m, B 1the top width of prefabricated duricrust sea wall pipeline section is treated in expression and unit is m, B 1value in advance require to determine according to the driving of the top width treating prefabricated duricrust sea wall pipeline section, B 2the bottom width of prefabricated duricrust sea wall pipeline section is treated in expression and unit is m, B 2value determine according to the stability requirement of sea wall to be built in advance, one section of prefabricated duricrust sea wall pipeline section that γ represents requirement within it chamber populated after average severe and unit is kN/m 3, the value of γ is determined according to the stability requirement of sea wall to be built in advance.
1.-3, according to f a, B 1, B 2and γ, determine the first prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 1, H 1 = 2 f a K × γ × ( B 2 B 1 + B 2 ) , Wherein, H 1unit be m.
1.-4, according to f a, B 1, B 2and γ, and consider the severe that the seawater of position built by sea wall, determine the second prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 2, wherein, γ wrepresent that the severe of the seawater of position built by sea wall and unit is kN/m 3, H 2unit be m.
1.-5, according to f a, B 1, B 2and γ, and consider the sea wall settling amount that sea wall builds the wave heights of position, tide water level height and expectation, determine the 3rd prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 3, wherein, γ srepresent the average severe before prefabricated one section of duricrust sea wall section floating and unit is kN/m 3, γ sthe value adapter that can increase according to prefabricated one section of duricrust sea wall pipeline section and transportation by driving calculate, H 3unit be m. in add 3m, being to make prefabricated height exceed height needed for anti-wave, having taken into full account wave, factor that the sea wall settling amount etc. of tide water level and expectation may occur.
1.-6, according to H 1, H 2and H 3, obtain the height H treating prefabricated duricrust sea wall pipeline section, H=max{H 1, H 2, H 3, wherein, max () is for getting max function, and the unit of H is m.
During practice of construction, when determining after the height H of prefabricated duricrust sea wall pipeline section, also H should be substituted into middle verification f awhether meet, also need if can not meet suitably adjustment to treat the top width of prefabricated duricrust sea wall pipeline section and bottom width and length; If sea wall is higher, then on vertically, duricrust sea wall pipeline section can be divided into some sections of difference prefabricated, splices to scene.
1.-7, according to the stability requirement of sea wall to be built, determine to be arranged at the length of the caisson cutting edge on the bottom surface for the treatment of prefabricated duricrust sea wall pipeline section, when sea wall width is large, its deadweight is larger, when sea beat power is little, the self stability of sea wall is just better like this, do not need to improve stability by caisson cutting edge, therefore the length of caisson cutting edge can design shorter, span as the length of caisson cutting edge can be set to [3m, 10m], otherwise the length of caisson cutting edge can design grow a bit; And according to treating the detailing requiments of prefabricated duricrust sea wall pipeline section, the span that should be arranged at the thickness of the caisson cutting edge on the bottom surface for the treatment of prefabricated duricrust sea wall pipeline section is defined as [0.3m, 0.5m].
When Specific construction, the thickness of caisson cutting edge can be determined by the penetration resistance of duricrust sea wall pipeline section, because caisson cutting edge uses steel plate as sword pin inclined-plane usually, therefore caisson cutting edge unlikely produces Compressive failure, therefore by detailing requiments, the span of the thickness of caisson cutting edge can be defined as [0.3m, 0.5m]; The thickness of caisson cutting edge also visual outrigger base calculates by the effect of side direction hydraulic pressure, but by outrigger base two lateral water pressure approximate equilibrium during work, generally also can by detailing requiments value.
1.-8, according to the length L, height H, the top width B that treat prefabricated duricrust sea wall pipeline section 1, bottom width B 2and the length of caisson cutting edge and thickness, prefabricated duricrust sea wall pipeline section, and near the bottom and caisson cutting edge of duricrust sea wall pipeline section reserved pipeline section mud-suction hole.
Fig. 1 gives the cross sectional representation of duricrust sea wall pipeline section, Fig. 2 gives the Longitudinal cross section schematic of duricrust sea wall pipeline section, in fig. 1 and 2,1 represents duricrust sea wall pipeline section, 2 represent caisson cutting edge, 3 represent the filler of filling in the inner chamber of duricrust sea wall pipeline section, and 4 represent pipeline section mud-suction hole reserved near the bottom and caisson cutting edge of duricrust sea wall pipeline section, the ground stratum of 5 expression sea walls.
2. the duricrust sea wall pipeline section that transportation by driving is all piecemeal builds position to sea wall.
Before transportation by driving, can according to the length L of duricrust sea wall pipeline section, height H, top width B 1, bottom width B 2, checking computations duricrust sea wall pipeline section builds position delivery from precasting yard transportation by driving to sea wall requires whether meet, Method for Checking can perform according to existing immersed tube transportation by driving design specifications.
3. on power of the holding stratum of sea wall construction position, excavate the foundation trench for placing duricrust sea wall pipeline section.
4. build position sinking duricrust sea wall pipeline section at sea wall, and make its sinking on foundation trench:
If the degree of depth that power of the holding stratum of position built by sea wall is no more than 5m, then first utilizes the water surface to dredge and complete mechanical chipping foundation trench, to make duricrust sea wall pipeline section steady after placing; Then sinking duricrust sea wall pipeline section, and make its sinking on foundation trench.
If sea wall builds the degree of depth on power of the holding stratum of position more than 5m, then utilize the water surface to dredge and complete mechanical chipping foundation trench and inconvenience, therefore can first utilize rig on foundation trench, dig several foundation trench mud-suction holes; Then sinking duricrust sea wall pipeline section, makes the height point elevation location contacting foundation trench bottom it; Again by the alluvial mud in pipeline section mud-suction hole reserved on the duricrust sea wall pipeline section of firm sinking suction foundation trench mud-suction hole, along with the sinking of the duricrust sea wall pipeline section of firm sinking, progressively the height of foundation trench point is flattened; Finally by foundation trench mud-suction hole to sandblasting on foundation trench, make foundation trench smooth with the elevation location lower of filling foundation trench.
In this particular embodiment, the step number that 4. middle foundation trench mud-suction hole is arranged can be less than or equal the bottom of duricrust sea wall pipeline section and total number of the neighbouring reserved pipeline section mud-suction hole of caisson cutting edge, when generally the original discrepancy in elevation in foundation trench place is little, foundation trench mud-suction hole can be established less, foundation trench mud-suction hole should be established during the comparatively large and skewness of the discrepancy in elevation more, but require that total number of foundation trench mud-suction hole is no more than the bottom of duricrust sea wall pipeline section and total number of the neighbouring reserved pipeline section mud-suction hole of caisson cutting edge, and the position that foundation trench mud-suction hole is arranged should be corresponding with the position of pipeline section mud-suction hole reserved near the bottom of duricrust sea wall pipeline section and caisson cutting edge.
5. while on duricrust sea wall Pipe Sinking to foundation trench, utilize the water surface to dredge and complete machinery or dredge pump, cut the earth or inhale mud in position corresponding with the caisson cutting edge of duricrust sea wall pipeline section on foundation trench, the caisson cutting edge of duricrust sea wall pipeline section is sunk, till the bottom surface of duricrust sea wall pipeline section is close to completely with the surface of holding power stratum; The water surface is dredged to complete after tidal land mud that machinery or dredge pump extract mixes with curing compound simultaneously and insert in the inner chamber of duricrust sea wall pipeline section.
6. according to designing requirement, the water surface is utilized to dredge to complete machinery or dredge pump to extract tidal land mud around sea wall, again extracted tidal land mud is mixed the rear inner chamber continuing to fill duricrust sea wall pipeline section with curing compound, then after tidal land silt deposit, the clear water on the tidal land mud top after being positioned at precipitation is discharged, until the inner chamber of duricrust sea wall pipeline section is filled to design elevation.Generally can fill up whole inner chamber, when fill up still can not to meet levee body stability requirement after inner chamber time, part high density material and the cubic meter of stone etc. can be added when filling.
7. in a longitudinal direction, the duricrust sea wall pipeline section firm sinking put in place is connected under water with the duricrust sea wall pipeline section that sinking puts in place.
In this particular embodiment, step 7. in when the fluctuations on ground stratum of building sea wall is little or in sea wall with the water-head outside sea wall little (generally, by the construction of foundation trench, the fluctuations on ground stratum is not too large, and during fill inside and outside dike water level be equal, before namely dike not yet builds up, inside and outside water level indifference, only when dike mates, water-head can be produced.The duricrust sea wall pipeline section that firm sinking puts in place adopts wedge mouth to encrypt the connected mode of sealing inserts under water with sinking puts in place being connected of duricrust sea wall pipeline section, and the connected mode of wedge mouth encryption envelope inserts is the conventional connected mode of immersed tube tunnel.
8. detect lengthwise position and the lateral attitude of all duricrust sea wall pipeline sections, after all duricrust sea wall pipeline sections meet designing requirement, position to the side of duricrust sea wall pipeline section and bottom surface grouting, build and obtain sea wall.
When Specific construction, sand facies can be filled with dike side jackstone and be combined according to geology, hydrologic condition duricrust sea wall pipeline section is located.
For further illustrating the validity of the inventive method, the stability utilizing the inventive method to build the sea wall obtained is checked.
The stability of sea wall can check by the equilibrium conditions of overturning or slip resistance analysis during hydraulic pressure effect according to levee body, can specifically be expressed as sea wall bottom width, as long as bottom width satisfies condition, stability is just guaranteed, and namely wider then stability is better at the end.Can consider to determine around the moment equilibrium condition of A point in Fig. 1, if the passive earth pressure maximum value of caisson cutting edge part is p 1, p 1unit be kN/m 2, γ in formula 1with severe and the angle of internal friction on power stratum are held in corresponding expression, γ 1unit be kN/m 3, C represents the length of caisson cutting edge, and the unit of C is m, then can equilibrium establishment condition: pF 2 6 = K ( W 1 B 2 2 + p 1 C 2 3 ) = K ( ( B 1 + B 2 ) B 2 Hγ 4 + p 1 C 2 3 ) , In formula, p represents that A point seawater is to the hydraulic pressure force value of sea wall, and unit is kN/m 2, F represents the underwater penetration of sea wall, and unit is m, W 1represent the weight of sea wall unit length, unit is kN/m, as height H and the top width B of duricrust sea wall pipeline section 1when determining, then there is the bottom width B of duricrust sea wall pipeline section 2levee body stability is played an important role, can basis pF 2 6 = K ( W 1 B 2 2 + p 1 C 2 3 ) = K ( ( B 1 + B 2 ) B 2 Hγ 4 + p 1 C 2 3 ) , Determine the bottom width B of duricrust sea wall pipeline section 2controlling dimension, namely in like manner, as the top width B of duricrust sea wall pipeline section 1with bottom width B 2after determining, also can determine the height H of duricrust sea wall pipeline section.
When Specific construction, when sea wall stability requirement still can not be met after the inner chamber of duricrust sea wall pipeline section fills up, suitably can strengthen length and the thickness of caisson cutting edge, also can consider the steady dike of bottom outside jackstone at sea wall.

Claims (4)

1. a construction method for polder sea wall, is characterized in that comprising the following steps:
1. according to designing requirement, at the prefabricated duricrust sea wall pipeline section with caisson cutting edge of precasting yard;
2. the duricrust sea wall pipeline section that transportation by driving is all builds position to sea wall;
3. on power of the holding stratum of sea wall construction position, excavate the foundation trench for placing duricrust sea wall pipeline section;
4. build position sinking duricrust sea wall pipeline section at sea wall, and make its sinking on foundation trench:
If the degree of depth that power of the holding stratum of position built by sea wall is no more than 5m, then first utilizes the water surface to dredge and complete mechanical chipping foundation trench, to make duricrust sea wall pipeline section steady after placing; Then sinking duricrust sea wall pipeline section, and make its sinking on foundation trench;
If sea wall builds the degree of depth on power of the holding stratum of position more than 5m, then first utilize rig on foundation trench, dig several foundation trench mud-suction holes; Then sinking duricrust sea wall pipeline section, makes the height point elevation location contacting foundation trench bottom it; Again by the alluvial mud in pipeline section mud-suction hole reserved on the duricrust sea wall pipeline section of firm sinking suction foundation trench mud-suction hole, along with the sinking of the duricrust sea wall pipeline section of firm sinking, progressively the height of foundation trench point is flattened; Finally by foundation trench mud-suction hole to sandblasting on foundation trench, make foundation trench smooth with the elevation location lower of filling foundation trench;
5. while on duricrust sea wall Pipe Sinking to foundation trench, utilize the water surface to dredge and complete machinery or dredge pump, cut the earth or inhale mud in position corresponding with the caisson cutting edge of duricrust sea wall pipeline section on foundation trench, the caisson cutting edge of duricrust sea wall pipeline section is sunk, till the bottom surface of duricrust sea wall pipeline section is close to completely with the surface of holding power stratum; Dredged by the water surface to complete after tidal land mud that machinery or dredge pump extract mixes with curing compound inserts in the inner chamber of duricrust sea wall pipeline section simultaneously;
6. according to designing requirement, the water surface is utilized to dredge to complete machinery or dredge pump to extract tidal land mud around sea wall, again extracted tidal land mud is mixed the rear inner chamber continuing to fill duricrust sea wall pipeline section with curing compound, then after tidal land silt deposit, the clear water on the tidal land mud top after being positioned at precipitation is discharged, until the inner chamber of duricrust sea wall pipeline section is filled to design elevation;
7. in a longitudinal direction, the duricrust sea wall pipeline section firm sinking put in place is connected under water with the duricrust sea wall pipeline section that sinking puts in place;
8. detect lengthwise position and the lateral attitude of all duricrust sea wall pipeline sections, after all duricrust sea wall pipeline sections meet designing requirement, position to the side of duricrust sea wall pipeline section and bottom surface grouting, build and obtain sea wall.
2. the construction method of a kind of polder sea wall according to claim 1, is characterized in that during described step is 1., the prefabrication process of duricrust sea wall pipeline section is:
1.-1, according to geologic information, determine the supporting capacity on power of the holding stratum of sea wall to be built, be designated as f a, f aunit be kN/m 2;
1.-2, f is determined awith the relation treating the top width of prefabricated duricrust sea wall pipeline section, bottom width, height, wherein, K is safety factor, W represent prefabricated one section of duricrust sea wall pipeline section within it chamber populated after gross weight and unit is kN, L represents the length for the treatment of prefabricated duricrust sea wall pipeline section and unit is m, the value of L is determined according to sea wall to be built in advance, H represents the height treating prefabricated duricrust sea wall pipeline section, and unit is m, B 1the top width of prefabricated duricrust sea wall pipeline section is treated in expression and unit is m, B 1value in advance require to determine according to the driving of the top width treating prefabricated duricrust sea wall pipeline section, B 2the bottom width of prefabricated duricrust sea wall pipeline section is treated in expression and unit is m, B 2value determine according to the stability requirement of sea wall to be built in advance, one section of prefabricated duricrust sea wall pipeline section that γ represents requirement within it chamber populated after average severe and unit is kN/m 3, the value of γ is determined according to the stability requirement of sea wall to be built in advance;
1.-3, according to f a, B 1, B 2and γ, determine the first prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 1, wherein, H 1unit be m;
1.-4, according to f a, B 1, B 2and γ, and consider the severe that the seawater of position built by sea wall, determine the second prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 2, wherein, γ wrepresent that the severe of the seawater of position built by sea wall and unit is kN/m 3, H 2unit be m;
1.-5, according to f a, B 1, B 2and γ, and consider the sea wall settling amount that sea wall builds the wave heights of position, tide water level height and expectation, determine the 3rd prefabricated height treating prefabricated duricrust sea wall pipeline section, be designated as H 3, wherein, γ srepresent the average severe before prefabricated one section of duricrust sea wall section floating and unit is kN/m 3, H 3unit be m;
1.-6, according to H 1, H 2and H 3, obtain the height H treating prefabricated duricrust sea wall pipeline section, H=max{H 1, H 2, H 3, wherein, max () is for getting max function, and the unit of H is m;
1.-7, according to the stability requirement of sea wall to be built, determine to be arranged at the length of the caisson cutting edge on the bottom surface for the treatment of prefabricated duricrust sea wall pipeline section; And according to treating the detailing requiments of prefabricated duricrust sea wall pipeline section, the span that should be arranged at the thickness of the caisson cutting edge on the bottom surface for the treatment of prefabricated duricrust sea wall pipeline section is defined as [0.3m, 0.5m];
1.-8, according to the length L, height H, the top width B that treat prefabricated duricrust sea wall pipeline section 1, bottom width B 2and the length of caisson cutting edge and thickness, prefabricated duricrust sea wall pipeline section, and near the bottom and caisson cutting edge of duricrust sea wall pipeline section reserved pipeline section mud-suction hole.
3. the construction method of a kind of polder sea wall according to claim 1 and 2, it is characterized in that the number that during described step 4., foundation trench mud-suction hole is arranged is less than or equals the bottom of duricrust sea wall pipeline section and total number of the neighbouring reserved pipeline section mud-suction hole of caisson cutting edge, and the position that foundation trench mud-suction hole is arranged should be corresponding with the position of pipeline section mud-suction hole reserved near the bottom of duricrust sea wall pipeline section and caisson cutting edge.
4. the construction method of a kind of polder sea wall according to claim 3, is characterized in that duricrust sea wall pipeline section that during described step 7., firm sinking puts in place adopts wedge mouth to encrypt the connected mode of sealing inserts with sinking puts in place being connected of duricrust sea wall pipeline section under water.
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