CN101994304A - Construction process of applying ribbed cylindrical piles to novel diking, and diking or wharf structure thereof - Google Patents
Construction process of applying ribbed cylindrical piles to novel diking, and diking or wharf structure thereof Download PDFInfo
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- CN101994304A CN101994304A CN2009103060963A CN200910306096A CN101994304A CN 101994304 A CN101994304 A CN 101994304A CN 2009103060963 A CN2009103060963 A CN 2009103060963A CN 200910306096 A CN200910306096 A CN 200910306096A CN 101994304 A CN101994304 A CN 101994304A
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- 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
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- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
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Abstract
The invention discloses a construction process of applying ribbed cylindrical piles to a novel diking and a diking or wharf structure thereof. The construction process of a large-diameter cast-in-place thin-wall sea dike cylindrical pile mainly comprises the steps of positioning and installing a clamping device and a motive power head, forming holes through vibration, installing and inserting a steel bar cage, filling concrete for lifting, forming the pile and carrying out throwing filling process in the construction process. Two to three rows of large-diameter sea dike cylindrical pile structures are arranged along the dike line under the sea level, the structural forms of the dense-row large-diameter cylindrical piles and the like are adopted at the side near the open seas, the diking region side adopts large-diameter cylindrical pile separated structural arrangement, the front row and the back row of the large-diameter cylindrical piles are connected through transverse connecting beams, vertical connecting beams are adopted for connection between all single rows of large-diameter cylindrical piles, and upright posts are arranged at the upper end parts of the cylindrical piles and are connected with the transverse connecting beams and the vertical connecting beams. Therefore, the cross section of the sea dike is greatly reduced, the soil can be effectively saved, the adverse influence of environment pollution on peripheral environment can be reduced, the production efficiency can be improved, few stone materials are used, and the invention plays a positive role in the construction and the development of the border dike project.
Description
Technical field
The present invention relates to a kind of pile constructing process and embankment structure, especially relating to a kind of major diameter that is applicable to has the construction technology and the tube stake embankment structure thereof of the novel sea wall structure of muscle tube stake.
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 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 big because of the embankment structure section, waste a large amount of soils, produce a large amount of mud in long-term construction, the conventional art environment pollution is big, long construction period, construction costs height; Surrounding enviroment are caused adverse influence.
Summary of the invention
The present invention exists the wasting of resources for solving existing enclosing in the construction that is coated with engineering and the development, environment pollution is big, production efficiency is low, construction period is long, use the consumption amount of stone big, what present situations such as the adverse effect of surrounding enviroment is big were provided is a kind of by reducing pile spacing, raising replacement ratio etc. can reduce section in enclosing the construction that is coated with engineering and developing, save resource, reduce environment pollution, increase productivity, especially this structure uses building stones few, and reducing greatly has the stake of muscle tube to be applied to construction technology and embankment or dock structure that the stake of muscle tube is applied to novel embankment to the major diameter of the adverse effect of surrounding enviroment.
The present invention solves the problems of the technologies described above the concrete technical scheme that is adopted to be: have the stake of muscle tube to be applied to the construction technology of novel embankment, it is characterized in that: adopt the cast-in-place thin-walled embankment of major diameter tube pile constructing process, mainly may further comprise the steps:
(1) location
A. the inside and outside steel protection casing of setting-in
Major diameter annular stake point is embedded in the toroidal cavity lower end between the steel protection casing outside steel protection casing in the major diameter, the major diameter, make the inside and outside steel protection casing of major diameter lower surface respectively with the smooth contact of interior outer bearing surface on the major diameter annular stake point, the fixing inside and outside steel protection casing of major diameter forms the hollow cavity of major diameter cast-in-situ cylinder pile hollow structure; Be used for fixing the inside and outside steel protection casing of major diameter on the one hand, stop soil and underground water to enter cavity on the other hand;
B. installing holder and unit head
Adopt clamper to be connected with unit head at the top of the inside and outside steel protection casing of major diameter, do the location for pile sinking and prepare, the crown center place by the inside and outside steel protection casing of major diameter on the clamper is provided with mudhole;
(2) hole making by vibration
Start unit head, the inside and outside steel protection casing of major diameter is sink to projected depth together with annular stake point; Can select vibrating hammer as its unit head utensil structure;
(3) assign reinforcing cage
A. unclamp the clamper at the inside and outside steel protection casing of major diameter top;
B. remove unit head, put into the reinforcing cage that welds by designing requirement in advance in the toroidal cavity between the inside and outside steel protection casing of major diameter;
C. again unit head is fastened to inside and outside the major diameter on the steel protection casing by clamper;
(4) concrete perfusion rises and pulls out
A. by cast-in-place penetration concrete in the toroidal cavity of concrete blow tank between the inside and outside steel protection casing of major diameter to design altitude;
B. start unit head, extract inside and outside steel protection casing while vibrating, in pore forming process, earth discharging hole is discharged core;
(5) pile
By the unit head vibration, annular stake point is stayed the pile bottom, forms the stake of major diameter sea wall tube.In the formation of pile, concrete is vibrated, and is more evenly closely knit, guaranteed pile quality.In work progress, part original position soil can be discharged from the top mudhole then by inner core, belongs to a small amount of soil compaction stake, can not pollute environment, and the sea wall thin-walled cylinder pile behind the pile is highly emersed attach structure.
(6) technology is filled out in the throwing of work progress
Throwing is earlier filled out before adopting construction, and the construction technology of filling out is continued to throw in the construction back, and preceding the throwing at construction area earlier of embankment tube pile driving construction filled out macadam, forms the foundation of sea floor that improves the foundation level drag, improves the foundation of sea floor physical index; The construction back is continued throwing and is filled out riprap layer, forms to have to optimize a tube inter-pile soil body and a soil body feature structure on shallow top layer, stake top.
Inside and outside steel protection casing is embedded in the inside and outside annular groove of major diameter annular stake point, utilize the unit head vibration to sink to the stratum pore-forming, form the required annular space of tube pile body, configuration reinforcement cage and pouring concrete in-situ then start that unit head is extracted the steel protection casing and the cartridge type stake that forms; Large diameter thin wall tube stake diameter generally adopts 800mm～2000mm, overcome the restriction of tube-sinking cast-in-situ pile, bored pile and preformed pile to diameter, thin-walled cylinder pile stake footpath is increased greatly, can well bring into play the advantage of major diameter tube stake, because the existence in tube pile center hole weakens the soil compaction influence greatly, pile spacing is dwindled, and sea wall composite foundation cross section is reduced greatly, its section can effectively be controlled in 10～30 meters width, effectively saves the soil; Have muscle tube stake sea wall resistance to overturning good, anti-bending strength is superior, vertical bearing capacity height, the characteristics that rigidity is big, moment of flexure is big, cost is low, quality controllable; Adopt hollow immersed tube method can save about concrete of 30 percent, improve nearly ten times operating efficiency, production efficiency is improved performance fully.
As preferably, the stake of described cast-in-place large diameter thin wall sea wall tube cooperates a tube row of piles rack and panel construction embankment construction technology for adopting the embankment tube pilework that reinforcing cage is installed; Give full play to characteristics such as major diameter sea wall tube pile capacity, stability.
As preferably, the stake of described sea wall tube is tube stake of major diameter monomer or the stake of conjuncted interlock tube, and highly for stretching out the water surface elevation structure, the stake of embankment tube is provided with outer fender pile or interior fender pile structure to the stake of sea wall tube.Add outer casing during construction, the one, the condition of molding of protection tube stake in the waters makes not slump of concrete in water; The 2nd, make a tube stake outer wall not be subjected to current or washing away of ocean current and form too much sand face or pore; When the core insufficient height in the interior perforating device, just need install interior casing, good with the moulding that guarantees tube stake inwall.If when engineering specifications allows, also can not install interior casing, can directly water into the solid concrete stake to tube stake top.
As preferably, described construction is thrown and is filled out riprap layer and adopt grating stone below 50 centimetres.
As preferably, the fixedly employing hooking device of described major diameter annular stake point and the inside and outside steel protection casing of major diameter.Guarantee that the stake nose part can break away from automatically under the synergy of pile body deadweight and unit head vibration.
The embankment of above-mentioned construction technology or dock structure, described major diameter has the stake of muscle tube embankment tube for stretching out water surface structure, sea wall tube stake embankment structure is for being provided with two to three row's major diameter tube pileworks along dike line sea, one row of outer extra large side adopts a major diameter solid matter tube stake or a tube structural shape in conjunction with plate or linked tubular pile, a row who encloses district's side adopts major diameter tube stake spacer structure to arrange, before, connect with transverse strut between the row's tube stake of back, adopt longitude strut to connect between each single major diameter tube stake, column be arranged on tube stake upper end and with horizontal stroke, longitude strut connects.Spacing between the stake of major diameter tube adopts the bent structure that can be reduced into 1.5～3 times of tube stake diameters.The stake of front and rear row tube is equivalent to preceding campshed has been carried out horizontal anchoring by the contact beam action, has improved the overturning or slip resistance analysis of preceding campshed, the ability that antiskid moves.Horizontal, longitude strut interconnects integral body makes tube stake embankment structure form indeterminate frame construction, has strengthened the resistance to overturning of tube pilework greatly, makes embankment become the reinforced concrete structure of rigidity from loose structure; The sea wall superstructure is easy to expand, and can carry out the individual character design according to the actual demand and the functional requirement of engineering, is beneficial to the dike line development, increases the value of embankment.The plain tube stake in the end of wherein not going to sea is the stake of no-reinforcing-bar tube, can reduce the cost of every piece of tube stake greatly.Do not have plain tube stake as suppression spats structure by implant 3～10 rows in the seabed, the displacement foundation of sea floor is finished the protection to the high stake of tube stake sea wall.
As preferably, the spacing between the stake of major diameter tube adopts the bent structure that can be reduced into 1.5～3 times of tube stake diameters.Shorten pile spacing, improved bearing capacity, reduced the sea wall section.
As preferably, the stake of described sea wall tube mixes the earth plate at the inside and outside placing of reinforcement that contact Liang Chuxiang in the embankment tube stake bottom of its outer extra large side has the stake of sea wall tube.It is that the alternative function of holding one's breath of holding one's breath the earthwork has been strengthened again sea wall tube stake stability that reinforcing bar mixes earth plate structure, reaches functions such as impact resistance.
As preferably, described transverse strut comprises transverse strut and following transverse strut structure division.Strengthen the upper and lower resistance to overturning of tube pilework.
As preferably, described longitude strut comprises longitude strut and following longitude strut structure division.Strengthen the upper and lower resistance to overturning of tube pilework.
As preferably, be provided with column between the described contact of transverse and longitudinal up and down beam, be provided with reinforcing bar in the column and mix the earth breastwork, column exposes the backfill height that highly is higher than embankment.Backfill height the lower end and the stake of forward and backward row's tube between locate to be provided with backfill antiseepage soil structures or reinforcing bar mixes earth breastwork structure.Strengthen the intensity of pillar construction, the column upper part is that the embankment superstructure is easy to expand, and can carry out the individual character design according to the actual demand and the functional requirement of engineering, is beneficial to the dike line development, increases the value of embankment.
The invention has the beneficial effects as follows: the stake of cast-in-situ concrete large diameter thin wall sea wall tube has overcome the restriction to diameter of tube-sinking cast-in-situ pile and preformed pile, the sea wall section is reduced greatly, effectively save the soil, reduce environment pollution, enhance productivity, this sea wall tube pilework uses building stones few, can reduce the adverse effect to surrounding enviroment to a great extent; Possess good economic benefits and social benefit, have muscle tube stake embankment embankment structure in enclosing the construction that is coated with engineering and developing, bringing into play positive effect.
Description of drawings:
The present invention is described in further detail below in conjunction with the drawings and specific embodiments.
Fig. 1 is that the present invention has the stake of muscle tube to be applied to the construction technology of novel embankment and the work progress process flow diagram of embankment or dock structure thereof.
Fig. 2 is that the present invention has the stake of muscle tube to be applied to the construction technology of novel embankment and the tube pile foundation embankment section structure schematic diagram of embankment or dock structure thereof.
Fig. 3 is that the present invention has the stake of muscle tube to be applied to the construction technology of novel embankment and the tube pile foundation embankment cross-sectional view of embankment or dock structure thereof.
Fig. 4 is that the present invention has the stake of muscle tube to be applied to the construction technology of novel embankment and the monomer tubular pile hole device structural representation of embankment or dock structure thereof.
Fig. 5 is that the present invention has the stake of muscle tube to be applied to the construction technology of novel embankment and a kind of engineering sectional schematic diagram of embankment or dock structure thereof.
The specific embodiment
Among Fig. 1, the embodiment 1 shown in Figure 2, a kind of construction technology that has the stake of muscle tube to be applied to novel embankment adopts the cast-in-place thin-walled embankment of major diameter tube pile constructing process, mainly may further comprise the steps:
(1) location G1
A. the inside and outside steel protection casing of setting-in
Major diameter annular stake point 14 is embedded in toroidal cavity 13 lower ends of 12 of steel protection casings 11 in the major diameter, the outer steel protection casing of major diameter, make the inside and outside steel protection casing of major diameter lower surface respectively with the smooth contact of inside and outside supporting groove on the major diameter annular stake point, the fixing inside and outside steel protection casing of major diameter forms the hollow cavity 16 of major diameter cast-in-situ cylinder pile hollow structure;
B. installing holder and unit head
Adopt clamper 70 to be connected with unit head 80 at the top of the inside and outside steel protection casing of major diameter, do the location for pile sinking and prepare, the crown center place by the inside and outside steel protection casing of major diameter on the clamper 70 is provided with mudhole 90; Can select vibrating hammer as its power head structure;
(2) hole making by vibration G2, G3
Start unit head 80, the inside and outside steel protection casing of major diameter is sink in the native F layer that becomes silted up to projected depth from silt soil layer face M together with major diameter annular stake point 14;
(3) assign reinforcing cage
A. unclamp the clamper 70 at the inside and outside steel protection casing of major diameter top;
B. remove unit head, put into the reinforcing cage that welds by designing requirement in advance in the toroidal cavity 13 between the inside and outside steel protection casing of major diameter;
C. again unit head is fastened to inside and outside the major diameter on the steel protection casing by clamper 70;
(4) concrete perfusion rises and pulls out G4
A. by cast-in-place penetration concrete in the toroidal cavity 13 of concrete blow tank 15 between the inside and outside steel protection casing of major diameter to design altitude;
B. start unit head 80, extract the inside and outside steel protection casing of major diameter while vibrating, in pore forming process, mudhole 90 is discharged core;
(5) pile G5
Vibration when pulling out on the unit head 80, a major diameter annular stake point is stayed the pile bottom, forms the cast-in-place major diameter sea wall tube stake with hollow major diameter 16 dimensional structures, and it highly stretches out sea level height the sea wall thin-walled cylinder pile behind the pile.
(6) technology is filled out in the throwing of work progress
Throwing is earlier filled out before adopting major diameter sea wall tube pile driving construction, and the construction technology of filling out is continued to throw in the construction back; Throw the grating stone of filling out below 50 centimetres at construction area earlier before the construction of tube stake sea wall, form the foundation of sea floor that improves the foundation level drag, improve the foundation of sea floor physical index; After construction, continue throwing and fill out riprap layer, form to have and optimize a tube inter-pile soil body and a soil body feature structure on shallow top layer, stake top.
The stake of described cast-in-place major diameter sea wall tube cooperates tube row of piles rack and panel construction sea wall construction technology for adopting the sea wall tube pilework that reinforcing cage is installed.The fixedly employing hooking device of described major diameter annular stake point 14 and inside and outside steel protection casing.The stake of described sea wall tube is major diameter monomer tube stake 10, and large diameter thin wall sea wall tube stake 10 diameters are 1200mm, and the stake of sea wall tube is provided with outer fender pile or interior fender pile structure.The concrete slump is carried out strictness control, and between 8-12cm, the guard time of described inside and outside casing should not be less than 20 hours usually.Described major diameter has the stake of muscle tube sea wall tube for stretching out sponge structures, described sea wall tube stake embankment structure is for being provided with two row's major diameter tube pileworks along the dike line, the row of outer extra large side B adopts the structural shape (see figure 3) of major diameter linked tubular pile 20, a row who encloses district side A adopts major diameter monomer tube stake 10 spacer structures to arrange, connect with transverse strut between the stake of forward and backward row's tube, adopt longitude strut to connect between each single major diameter tube stake, column 40 is arranged on tube stake upper end and is connected with horizontal, longitude strut.Spacing between the stake of major diameter tube adopts the composite foundation pitch structure of 2 times of tube stake diameters, and the stake of described sea wall tube mixes earth plate 33 at the sea wall tube stake bottom of its outer extra large side B contact Liang31Chu to the inside and outside placing of reinforcement that has the stake of sea wall tube.Its cushion thickness of mattress layer 30E structure of described thickening is 60cm.Described transverse strut comprises transverse strut 321 and following transverse strut 322 structure divisions.Described longitude strut comprises longitude strut 311 and following longitude strut 312 structure divisions.Be provided with column 40 between the described contact of transverse and longitudinal up and down beam, be provided with reinforcing bar in the column 40 and mix earth breastwork 50, column 40 exposes the backfill height C of the back fill course D that highly is higher than embankment.Described tube stake embankment structure outer extra large side on its levee crown H is provided with wave wall 60 and guardrail J and levee crown shrinkage joint H1 thereof.A described tube stake embankment structure is provided with jackstone spats embankment 30 structures at its underpart horizontal stroke, longitude strut and former tidal land face E place, locates to be provided with backfill antiseepage soil body G structure or the mixed earth breastwork structure of reinforcing bar between the lower end of backfill height C and the stake of forward and backward row's tube thereof.Forward and backward row's monomer tube stake 10 or linked tubular pile 20 sink to soft foundation layer F place.
Among the embodiment 2, the row of described major diameter sea wall tube stake Kao Wei district side A is monomer tube stake 10 structures for the stake of major diameter sea wall tube, the row of outer extra large side B is adopted as and adopts solid matter monomer tube stake 10 structures, and the diameter of large diameter thin wall sea wall tube stake 10 is 2000mm, and other is identical with embodiment 1.
Among the embodiment 3, the stake of described major diameter sea wall tube is that the row of Kao Wei district side A or outer extra large side B all adopts conjuncted interlock tube stake 20 structures, and large diameter thin wall sea wall tube stake 10 diameters are 800mm, and all the other are identical with embodiment 1.
In the engineering section shown in Figure 5, large diameter thin wall sea wall tube stake 10 diameters are 1500mm, wall thickness 200mm, and thin-walled sea wall tube stake 10 is through sinking to mud Y1, silt clay layer Y2, farinose argillic horizon Y3 from shallow to deep after the construction technology of cast-in-situ cylinder pile; Adopt the bent structure of the spacing between the tube stake of 2.5 times of tube stake diameters, horizontal down at it, the longitude strut place is provided with spats embankment 30 and is coated with face T1 begins tiltedly enclose pin 30A and enclose pin 30B from former, tiltedly enclose pin 30A and enclose pin 30B place and be provided with boulder throwing reason, footing goes out to adopt bulk jackstone 30D below tiltedly enclosing pin 30A and enclosing pin 30B, in the column 40 of outer extra large side B, be provided with and mix earth manger board B2, column 40 tops of enclosing district side A and off-lying sea side B are connected with longitude strut 311, last transverse strut 321, form top contact beam 32 reinforced frame structures, be connected with mixed earth retaining bank B1 structure in the outside, upper end of top transverse and longitudinal contact beam, be connected with the bottom between stake 10 of large diameter thin wall sea wall tube and the column 40 and get in touch beam 31 reinforced frame structures, bottom contact beam 31 comprises transverse strut 322 and following longitude strut 312 structure divisions down, bottom contact beam 31 is above sea wall builds up later new beach face T1, the sea wall tube stake bottom of outer extra large side B contact Liang31Chu to have the stake of sea wall tube in, outer placing of reinforcement mixes earth plate 33 structures, the thick 30mm of plate.
Claims (10)
1. construction technology that has the stake of muscle tube to be applied to novel embankment 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:
(1) location
A. the inside and outside steel protection casing of setting-in
Major diameter annular stake point (14) is embedded in toroidal cavity (13) lower end between steel protection casing (12) outside the interior steel protection casing (11) of major diameter, the major diameter, make the inside and outside steel protection casing of major diameter lower surface respectively with the smooth contact of inside and outside supporting groove on the major diameter annular stake point, the fixing inside and outside steel protection casing of major diameter forms the hollow cavity (16) of major diameter cast-in-situ cylinder pile hollow structure;
B. installing holder and unit head
Adopt clamper (70) to be connected with unit head (80) at the top of the inside and outside steel protection casing of major diameter, do the location for pile sinking and prepare, the crown center place that clamper (70) is gone up by the inside and outside steel protection casing of major diameter is provided with mudhole (90);
(2) hole making by vibration
Start unit head (80), the inside and outside steel protection casing of major diameter is sink to projected depth together with major diameter annular stake point (14);
(3) assign reinforcing cage
A. unclamp the clamper (70) at the inside and outside steel protection casing of major diameter top;
B. remove unit head, put into the reinforcing cage that welds by designing requirement in advance in the toroidal cavity (13) between the inside and outside steel protection casing of major diameter;
C. again unit head is fastened to inside and outside the major diameter on the steel protection casing by clamper (70);
(4) concrete perfusion rises and pulls out
A. by cast-in-place penetration concrete in the toroidal cavity (13) of concrete blow tank (15) between the inside and outside steel protection casing of major diameter to design altitude;
B. start unit head (80), extract the inside and outside steel protection casing of major diameter while vibrating, in pore forming process, mudhole (90) is discharged core;
(5) pile
Vibration when pulling out on the unit head (80), a major diameter annular stake point is stayed the pile bottom, forms cast-in-place major diameter sea wall thin-walled cylinder pile, and it highly stretches out water surface elevation the sea wall thin-walled cylinder pile behind the pile;
(6) technology is filled out in the throwing of work progress
Throwing is earlier filled out before adopting major diameter sea wall tube pile driving construction, and the construction technology of filling out is continued to throw in the construction back; Throw at construction area earlier before the embankment tube pile driving construction and fill out riprap layer, form the water-bed foundation structure that improves the foundation level drag, improve the foundation of sea floor physical index.
2. according to the described construction technology that has the stake of muscle tube to be applied to novel embankment of claim 1, it is characterized in that: the stake of described cast-in-place large diameter thin wall sea wall tube cooperates tube row of piles rack and panel construction sea wall construction technology for adopting the sea wall tube pilework that reinforcing cage is installed.
3. according to the described construction technology that has the stake of muscle tube to be applied to novel embankment of claim 1, it is characterized in that: the stake of described sea wall tube is major diameter monomer tube stake (10) or conjuncted interlock tube stake (20), the stake of sea wall tube is highly for stretching out the sea level height structure, the stake of sea wall tube is provided with outer fender pile or interior fender pile structure, and it is 800～2000mm that muscle tube stake diameter is arranged.
4. according to the described construction technology that has the stake of muscle tube to be applied to novel embankment of claim 1, it is characterized in that: described construction is thrown and is filled out the grating stone of riprap layer employing below 50 centimetres.
5. an embankment or dock structure that adopts the described construction technology of claim 1, comprise wave wall (60), it is characterized in that: embankment and dock structure are for being arranged with two to three row's major diameter sea wall tube pileworks along dike line sea, one row's employing solid matter major diameter tube stake of outer extra large side (B) or the stake of major diameter tube are in conjunction with the structural shape of plate or linked tubular pile (20), a row who encloses district's side (A) adopts major diameter tube stake (10) spacer structure to arrange, before, connect with transverse strut between the row's major diameter tube stake of back, adopt longitude strut to connect between each single major diameter tube stake, column (40) be arranged on tube stake upper end and with horizontal stroke, longitude strut connects.
6. according to described embankment of claim 5 or dock structure, it is characterized in that: the spacing between the stake of described major diameter tube adopts the bent structure that can be reduced into 1.5～3 times of tube stake diameters, between the stake of described major diameter tube is to adopt 3～10 plain tube stake works of arranging the end of not going to sea to suppress the spats structure.
7. according to claim 5 or 6 described embankment or dock structures, it is characterized in that: the stake of described sea wall tube is located to mix earth plate (33) to the inside and outside placing of reinforcement that has the stake of sea wall tube at the sea wall tube stake bottom contact beam (31) of its outer extra large side (B).
8. according to described embankment of claim 5 or dock structure, it is characterized in that: described transverse strut comprises transverse strut (321) and following transverse strut (322) structure division.
9. according to described embankment of claim 5 or dock structure, it is characterized in that: described longitude strut comprises longitude strut (311) and following longitude strut (312) structure division.
10. according to claim 5 or 6 or 8 or 9 described embankment or dock structures, it is characterized in that: be provided with column (40) between the described contact of transverse and longitudinal up and down beam, be provided with reinforcing bar in the column (40) and mix earth breastwork (50), column (40) exposes the backfill height (C) that highly is higher than embankment.Backfill height (C) the lower end and the stake of forward and backward row's tube between locate to be provided with the backfill antiseepage soil body (G) structure or reinforcing bar mixes earth breastwork structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009103060963A CN101994304A (en) | 2009-08-26 | 2009-08-26 | Construction process of applying ribbed cylindrical piles to novel diking, and diking or wharf structure thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009103060963A CN101994304A (en) | 2009-08-26 | 2009-08-26 | Construction process of applying ribbed cylindrical piles to novel diking, and diking or wharf structure thereof |
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| CN101994304A true CN101994304A (en) | 2011-03-30 |
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| CN102852118A (en) * | 2011-06-30 | 2013-01-02 | 陈东曙 | Sea wall construction method and composite sea wall thereof |
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Application publication date: 20110330 |