CN201506969U - Large-diameter dyke tubular pile and dyke or wharf structure thereof - Google Patents
Large-diameter dyke tubular pile and dyke or wharf structure thereof Download PDFInfo
- Publication number
- CN201506969U CN201506969U CN2009203088339U CN200920308833U CN201506969U CN 201506969 U CN201506969 U CN 201506969U CN 2009203088339 U CN2009203088339 U CN 2009203088339U CN 200920308833 U CN200920308833 U CN 200920308833U CN 201506969 U CN201506969 U CN 201506969U
- Authority
- CN
- China
- Prior art keywords
- tube
- stake
- embankment
- major diameter
- sea wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
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
Landscapes
- Revetment (AREA)
Abstract
The utility model discloses a large-diameter dyke tubular pile and a dyke or wharf structure thereof. The dyke tubular pile comprises a riprap solid base, a wharf body and parapet walls and adopts large-diameter cast-in-situ thin-walled seawall tubular pile structures which are seawall tubular pile structures provided with steel reinforcement cages or porous seawall tubular pile structures provided with no steel reinforcement cage; two to three rows of large-diameter cast-in-situ thin-walled seawall tubular pile structures are arranged along dyke lines; a bent structure capable of reducing the diameter of the piles 1.5 to 3 times is adopted in the space between thin-walled seawall tubular piles; the seawall tubular pile structures provided with the steel reinforcement cages are structure stretching out of water and are connected through connecting beams between the tubular piles; and the porous seawall tubular pile structures provided with no steel reinforcement cage are structures arranged at the seabed and adopt multiple rows of implantation seabed as vertical dyke reinforcing structures. The space between the piles is shortened, the higher replacement rate is obtained, the section is reduced and the land is saved; the thickness of the back-pressure cushion layer is greatly increased; the cost-performance ratio advantage is obvious; and resources are saved to a larger extent, the environmental pollution is reduced, and the production efficiency is improved.
Description
Technical field
The utility model relates to a kind of sea wall tube pilework, and the tube stake of major diameter embankment and the embankment or the dock structure in soil are wanted in especially a kind of coastal area that is applicable 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 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 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; Its foundation pit enclosure structure and ground are handled and also environment are had a negative impact simultaneously.
The utility model content
The utility model is that the existing tube stake of solution embankment structure exists the wasting of resources in enclosing the construction that is coated with engineering and developing, environment pollution is big, production efficiency is low, construction period is long, use consumption amount of stone is big, present situations such as the adverse effect of surrounding enviroment is big are provided a kind of can save resource especially this structure use the adverse effect that building stones are few, reduce environment pollution, increase productivity, accelerate the construction period, improve replacement ratio, reduce pile spacing, improve the anti-tube stake of power major diameter embankment and embankment or the dock structure of carrying.
The utility model is to solve the problems of the technologies described above the concrete technical scheme that is adopted to be: a kind of major diameter sea wall tube stake and embankment structure thereof, comprise the solid base of jackstone, levee body and wave wall, it is characterized in that: cast-in-place thin-walled sea wall tube pilework is adopted in the stake of described major diameter sea wall tube, the stake of the cast-in-place thin-walled sea wall of described major diameter tube has the reinforcing cage of an installation sea wall tube pilework for what adopt to cooperate tube row of piles posture sea wall structure, or adopts the plain tube sea wall tube pilework that reinforcing cage is not installed that cooperates composite foundation gravity type seawall structure; Described major diameter sea wall tube stake embankment structure is for being provided with the cast-in-place thin-walled sea wall of two to three row's major diameters tube pilework along the dike line, spacing between the stake of the cast-in-place thin-walled sea wall of major diameter tube adopts the bent structure that can be reduced into 1.5～3 times of tube stake diameters, and is equipped with to throw before and after sea wall tube pile driving construction and fills out the macadam structure; Described have the reinforcing cage of installation sea wall tube pilework for stretching out sponge structures, and the described plain tube sea wall tube pilework of reinforcing cage of not installing is for being located at submarine structure.Adopt preceding the throwing earlier of construction to fill out, the continuation of construction back is thrown and is filled out, and the construction of tube stake sea wall is preceding throws the grating stone of filling out below 50 centimetres at construction area earlier, and the throwing of construction back is filled out macadam and adopted the above macadam of 100 centimetres of thickness.Formation improves the foundation of sea floor of foundation level drag, improves the low foundation of sea floor physical index in sea; The construction back is continued throwing and is filled out macadam, forms to have to optimize a tube inter-pile soil body and a soil body feature structure on shallow top layer, stake top.Vertical sea wall tube stake replaces laterally throwing the spats embankment structure of rockfilling, and can effectively reduce section, and its section can effectively be controlled in 10～50 meters width, effectively saves the soil; Improve the anti-Its ultimate bearing capacity of topsoil, make the composite foundation effect better obviously; Major diameter tube pile composite foundation bearing capacity is big simultaneously, so the thicker mattress layer that can superpose, major diameter tube pile capacity characteristics, the more desirable coordination stake and the synergy of inter-pile soil can be further brought into play in the thickening of mattress layer again; Simultaneously large diameter tube pilework and possess weak soil compaction characteristics, can be so that the spacing between the tube stake greatly reduce, the rigidity that reduces to increase a pile composite foundation of pile spacing reduces section simultaneously, section can effectively be controlled at 10～50 meters width, saves the soil greatly; 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.It is good to have resistance to overturning, and 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.
As preferably, described have that its embankment structure of reinforcing cage sea wall tube pilework is installed is that a row of outer extra large side adopts solid matter major diameter tube stake or the tube stake structural shape in conjunction with plate or linked tubular pile, one row of Kao Wei district side adopts major diameter sea wall tube stake spacer structure to arrange, connect by transverse strut between forward and backward row's thin-walled cylinder pile, connect by longitude strut between each single major diameter tube stake.Reinforcing cage sea wall tube pilework has improved required bearing capacity to a greater extent, and anti-bending strength is superior, good stability.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.
As preferably, described plain its embankment structure of tube sea wall tube pilework that reinforcing cage is not installed is for adopting the stake of vertical sea wall tube and laterally throwing the common suppression spats embankment structure that constitutes of rockfilling, and spats embankment structure place is provided with the back-pressure mattress layer structure of thickening.By implanting the stake of the plain tube of 5～15 row's no-reinforcing-bars sea wall tube in the seabed as the vertical body that strengthens, improve the foundation of sea floor replacement ratio, the thicker seabed mattress layer of stack adds that geo-grid class level is to strengthening body simultaneously, form composite foundation in the seabed, reinforcing cage tube pile driving construction height is not installed is no more than 50 centimetres in seabed mud face and beach face.Can effectively reduce section, its section can effectively be controlled in 10～50 meters the width, effectively saves the soil; Improve the anti-Its ultimate bearing capacity of topsoil, make the composite foundation effect better obviously; Major diameter tube pile composite foundation bearing capacity is big simultaneously, and major diameter tube pile capacity characteristics, the more desirable coordination stake and the synergy of inter-pile soil can be further brought into play in the thickening of mattress layer again.
As preferably, its cushion thickness of mattress layer structure of described thickening is greater than more than the 50cm.Be generally 30cm with interior mattress layer thickness much larger than the conventional composite ground, further bring into play tube pile capacity characteristics, the more desirable coordination stake and the synergy of inter-pile soil; Tube stake is because weak soil compaction, so pile spacing can 1.5-3 times between the diameter, a performance tube pile composite foundation replacement ratio height, good stability, the characteristics that bearing capacity is big.
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 sea wall tube stake bottom of its outer extra large side has the stake of sea wall tube.
As preferably, the stake of described major diameter embankment tube is stake of monomer tube or conjuncted interlock tube pilework, and thin-walled cylinder pile outside dimension scope is generally 800mm～2000mm, and thin-walled cylinder pile is provided with outer fender pile or interior fender pile structure.Tube stake external diameter greatly can be so that pile spacing dwindles, and the rigidity that reduces to increase a pile composite foundation of pile spacing reduces section simultaneously, saves the soil; Add outer casing, 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, the stake of described major diameter embankment tube is embedded in annular the structure in the sharp inside and outside annular groove for internal wall protecting casing, the outer protection casing of employing thin-walled cylinder pile, and its internal wall protecting casing, outer protection casing form the loop configuration space of thin-walled cylinder pile and the hollow structure that obtains by large-diameter hollow immersed tube method jointly.Fixing inside and outside steel protection casing, the hollow cavity of formation major diameter hollow structure; Be used for fixing inside and outside steel protection casing on the one hand, stop soil and underground water to enter cavity on the other hand; Overcome the restriction of tube-sinking cast-in-situ pile, bored pile and preformed pile, thin-walled cylinder pile stake footpath is increased greatly, can well bring into play the advantage of large diameter pile diameter, make pile spacing dwindle, can increase the rigidity of a pile composite foundation, reduce section simultaneously, save the soil.Resistance to overturning is good, and 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 major diameter embankment tube adopts clamper to be connected with unit head at the top of the inside and outside steel protection casing of major diameter, leans on the crown center place of inside and outside steel protection casing to be provided with mudhole on the clamper; Comprise successively in the work progress location, hole making by vibration, insertion reinforcing cage, cast-in-place concrete perfusion vibrated pull out, pile.Unit head can adopt the vibrating hammer structure, the fixedly employing hooking device of inside and outside steel protection casing of major diameter and major diameter annular stake point.Guarantee that under the synergy of pile body deadweight and dither, the stake point can break away from automatically.The stake of cast-in-situ concrete major diameter sea wall tube has overcome the restriction to diameter of tube-sinking cast-in-situ pile and preformed pile, shortened pile spacing, the rigidity that reduces to increase a pile composite foundation of pile spacing, simultaneously can reduce section, save the soil, obtain higher replacement ratio and make a superiority of effectiveness of pile composite foundation formula sea wall more obvious.In the formation of pile, concrete is subjected to vibration at high speed, makes its pile body structure become more evenly closely knit, has 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.
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.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, the described plain tube sea wall tube pilework embankment structure that reinforcing cage is not installed comprises upper and lower two parts, and superstructure can be the dike that dike that ramp type dike, gravity barricade prop up retaining, dike that the cantilevered barricade props up retaining, dike that counterfort wall props up retaining or empty van formula barricade prop up retaining; Substructure is a plain tube stake seabed composite foundation.Resistance to overturning is good, and anti-bending strength is superior, the bearing capacity height.
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.Between the lower end of backfill height and the stake of forward and backward row's tube thereof, locate to be provided with backfill antiseepage soil structures.Strengthen the intensity of pillar construction, the column upper part is that 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 beneficial effects of the utility model are: the stake of cast-in-situ concrete major diameter embankment tube has overcome the restriction to diameter of tube-sinking cast-in-situ pile and preformed pile, shortened pile spacing, the rigidity that reduces to increase a pile composite foundation of pile spacing, obtain higher replacement ratio, reduce section simultaneously, save the soil, the thickness of back-pressure mattress layer is greatly improved, and makes a superiority of effectiveness of pile composite foundation formula sea wall more obvious.Can save resource to a greater extent, 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; Improve stress ratio, can well resist the impact force of wave and lateral earth pressure, water pressure simultaneously, possess good economic benefits and social benefit, sea wall tube stake embankment structure is being brought into play positive effect in enclosing the construction that is coated with engineering and development.
The beneficial effects of the utility model are:
Description of drawings:
Below in conjunction with the drawings and specific embodiments the utility model is described in further detail.
Fig. 1 is the tube stake embankment section structure schematic diagram of the tube stake of the utility model major diameter embankment and embankment or dock structure.
Fig. 2 is the tube stake embankment cross-sectional view of the tube stake of the utility model major diameter embankment and embankment or dock structure.
Fig. 3 is the work progress process flow diagram of the tube stake of the utility model major diameter embankment and embankment or dock structure.
Fig. 4 is the monomer tubular pile hole device structural representation of the tube stake of the utility model major diameter embankment and embankment or dock structure.
Fig. 5 is a kind of engineering proposal schematic diagram of the tube stake of the utility model major diameter embankment and embankment or dock structure.
The specific embodiment
Fig. 1, among the embodiment 1 shown in Figure 2, a kind of major diameter embankment tube stake and embankment or dock structure, comprise the solid base of jackstone, levee body and wave wall, the stake of described major diameter embankment tube is cast-in-place thin-walled sea wall tube pilework, the stake of the cast-in-place thin-walled sea wall of described major diameter tube has the reinforcing cage of an installation sea wall tube pilework for what adopt to cooperate tube row of piles posture sea wall structure, described major diameter embankment tube stake embankment structure is for being provided with the cast-in-place thin-walled sea wall of two to three row's major diameters tube pilework along the dike line, spacing between the stake of the cast-in-place thin-walled sea wall of major diameter tube adopts the bent structure that can be reduced into 2.5 times of tube stake diameters, and is equipped with to throw before and after sea wall tube pile driving construction and fills out the macadam structure; Described have the reinforcing cage of installation sea wall tube pilework for stretching out sponge structures, described have that its embankment structure of reinforcing cage sea wall tube pilework is installed is the structural shape that the row of outer extra large side B adopts conjuncted interlock tube stake 20, a row who encloses district side A adopts major diameter sea wall tube stake 10 spacer structures to arrange, before, connect by transverse strut between the row's thin-walled cylinder pile of back, connect by longitude strut between each single major diameter tube stake, the stake of described sea wall tube the sea wall tube stake bottom of its outer extra large side B contact Liang31Chu to have the stake of sea wall tube in, outer placing of reinforcement mixes earth plate 33.The stake of described major diameter embankment tube is conjuncted interlock tube stake 20 structures, and major diameter embankment tube stake outside dimension is 1200mm, and thin-walled cylinder pile is provided with outer fender pile or interior fender pile structure, and the guard time of inside and outside casing is not less than 20 hours.Described major diameter embankment tube stake (see figure 4) is embedded in the structure in the inside and outside annular groove of major diameter annular stake point 14 for internal wall protecting casing 11, the outer protection casing 12 that adopts the stake of sea wall tube, its internal wall protecting casing 11, the outer protection casing 12 common loop configuration spaces 13 that form major diameter sea wall tube stake 10 reach the hollow structure 16 that obtains by large-diameter hollow immersed tube method, are placed with the reinforcing cage that welds by designing requirement in advance in the annular space 13; The stake of described major diameter embankment tube adopts clamper 70 to be connected with unit head 80 at the top of inside and outside steel protection casing, does the location for pile sinking and prepares, and the crown center place by inside and outside steel protection casing on the clamper 70 is provided with mudhole 90 structures; Can select vibrating hammer as its power head structure; Cooperate adopt location G1, hole making by vibration G2 successively, insert reinforcing cage G3 or do not install, reinforcing cage, cast-in-place concrete perfusion has vibrated the tube pile driving construction flow process of pulling out G4, pile G5 and has formed sea wall tube pilework, throwing is earlier filled out before adopting construction, the construction back is continued throwing and is filled out, throw the grating stone of filling out below 50 centimetres at construction area earlier before the construction of tube stake sea wall, the construction back is thrown and is filled out the above rubble mattress layer of 100 centimetres of thickness.By 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; Hooking devices are adopted in fixing with major diameter annular stake point 14 of the inside and outside steel protection casing of major diameter.Comprise successively in the described major diameter embankment tube pile driving construction process (see figure 3) that location G1, hole making by vibration G2, installation reinforcing cage G3, cast-in-place concrete perfusion have vibrated and pulled out G4, pile G5; And the stake of major diameter sea wall tube is equipped with to throw before and after its construction fills out the macadam structure.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 plate 50 as its breastwork, column 40 exposes the backfill height C that highly is higher than embankment.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, increases the safety of wave resistance effect and the stake of raising sea wall tube.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 place, locates to be provided with backfill antiseepage soil body G structure 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 silt soil layer F place.
Among the embodiment 2, the row of outer extra large side B adopts the stake 10 of solid matter major diameter tube stake monomer tube in conjunction with the plate structure, a row who encloses district side A adopts major diameter sea wall tube stake 10 spacer structures to arrange that major diameter embankment tube stake outside dimension is 2000mm, and all the other are identical with embodiment 1.
Among the embodiment 3, the row of outer extra large side B and all employing major diameters tube stake monomer tube stake 10 of enclosing district side A, major diameter embankment tube stake outside dimension is 1200mm, all the other are identical with embodiment 1.
Among the embodiment 4, the stake of described cast-in-place major diameter embankment tube is for adopting the plain tube sea wall tube pilework that reinforcing cage is not installed, cooperate tube pile composite foundation gravity structure sea wall construction technology structure, major diameter embankment tube stake outside dimension is 800mm, be plain concrete tube stake process structure, employing is implanted 15 row's no-reinforcing-bar tube stakes as the vertical body structure that strengthens in the seabed, the thicker seabed mattress layer of stack adds that geo-grid class level to strengthening body, forms composite foundation in the seabed simultaneously.Described plain its embankment structure of tube sea wall tube pilework is for adopting the stake of vertical sea wall tube and laterally throwing common suppression spats embankment 30 structures that constitute of rockfilling in the seabed, spats embankment 30 structure places are provided with the back-pressure mattress layer 30E structure of thickening.Its cushion thickness of back-pressure mattress layer 30E structure of described thickening is greater than more than the 50cm, and 20～70 meters of accumulative total width are handled in the tube stake of described seabed, 60 meters of choosing values, and a plain tube pile driving construction height is no more than 50 centimetres in seabed mud face and beach face; Described embankment structure comprises upper and lower two parts, and superstructure can be the dike that dike that ramp type dike, gravity barricade prop up retaining, dike that the cantilevered barricade props up retaining, dike that counterfort wall props up retaining or empty van formula barricade prop up retaining; Substructure is a plain tube stake seabed composite foundation.All the other are identical with embodiment 1.
In the engineering example shown in Figure 5; Large diameter thin wall embankment tube stake 10 diameters are 1500mm; Wall thickness 120mm; Interval 2.5m arranges; Stake end absolute altitude 28m; The outer connection diameter 600mm of tube stake; The cement mixing pile 101 of long 15m; Sink to mud Y1 from shallow to deep after the thin-walled sea wall tube stake 10 process tube pile construction technologies; Mud folder fine sand layer Y2; Mud Y3; Mud Y4; Silt clay layer Y5; Cement mixing pile 101 is drowned into mud Y3; 40 meters of accumulative total width are processed in seabed tube stake; In its bottom rail; The longitude strut place is provided with enclosing pin 30A and tiltedly enclosing pin 30B of spats embankment 30; Enclose pin 30A and tiltedly enclose the outer extra large side B of pin 30B; Wherein enclosing pin 30A place adopts substance to make to enclose pin greater than the footing bulk jackstone of 300kg; From enclose pin 30A tiltedly upper to the pin 30B that tiltedly encloses adopt substance to throw nursing face greater than the boulder of 200kg; Throw employing rubble 30C and jackstone 30D in the nursing face at footing bulk jackstone and boulder; Rubble 30E fills bed course; Connect caisson at outer extra large side B and above tiltedly enclosing pin 30B rubble 30C; Caisset includes the breakwater B1 of the anti-fox shape of cast-in-situ steel reinforced concrete structure and the interior barricade A1 of cast-in-situ steel reinforced concrete of in-situ reinforced concrete wall B2 and Kao Wei district side A; In in-situ reinforced concrete wall B2 and cast-in-situ steel reinforced concrete, be provided with cast-in-situ steel reinforced concrete dividing plate B3 and precast reinforced dividing plate B4 structure between the barricade A1; Barricade A1 thickness is 500mm in in-situ reinforced concrete wall B2 and the cast-in-situ steel reinforced concrete, and cast-in-situ steel reinforced concrete dividing plate B3 is 300mm.
Claims (10)
1. a major diameter embankment tube stake and embankment or dock structure, comprise the solid base of jackstone, levee body and wave wall, it is characterized in that: cast-in-place thin-walled sea wall tube pilework is adopted in the stake of described major diameter embankment tube, and the stake of the cast-in-place thin-walled sea wall of described major diameter tube is that the plain tube sea wall tube pilework of reinforcing cage sea wall tube pilework being installed or reinforcing cage not being installed is arranged; Described major diameter sea wall tube stake embankment structure is for being provided with the cast-in-place thin-walled sea wall of two to three row's major diameters tube pilework along the dike line, spacing between the stake of the cast-in-place thin-walled sea wall of major diameter tube adopts the bent structure that can be reduced into 1.5～3 times of tube stake diameters, and is equipped with to throw before and after sea wall tube pile driving construction and fills out the macadam structure; Described have the reinforcing cage of installation sea wall tube pilework for stretching out sea, water surface structure and connecting by the contact beam between the tube stake, the described plain tube sea wall tube pilework that reinforcing cage is not installed strengthens structure for being located at submarine structure and adopting many rows to implant the seabed as its vertical embankment.
2. according to the tube stake of the described major diameter embankment of claim 1 and embankment or dock structure, it is characterized in that: described have the stake of reinforcing cage sea wall tube is installed to cooperate its embankment structure of tube row of piles posture sea wall structure is that a row of outer extra large side (B) adopts solid matter major diameter tube stake or the tube stake structural shape in conjunction with plate or linked tubular pile (20) in order to adopt, a row who encloses district's side (A) adopts major diameter embankment tube stake spacer structure to arrange, connect by transverse strut between forward and backward row's thin-walled cylinder pile, connect by longitude strut between each single major diameter tube stake.
3. according to the tube stake of the described major diameter embankment of claim 1 and embankment or dock structure, it is characterized in that: the described plain tube sea wall tube pilework of reinforcing cage of not installing is for cooperating composite foundation gravity type seawall structure, its embankment structure is for adopting the stake of vertical sea wall tube and laterally throwing common suppression spats (30) structure that constitutes of rockfilling in the seabed, spats embankment (30) structure place is provided with back-pressure mattress layer (30E) structure of thickening.
4. according to the tube stake of the described major diameter embankment of claim 3 and embankment or dock structure, it is characterized in that: its cushion thickness of mattress layer structure of described thickening is greater than more than the 50em.
5. according to claim 1 or 2 or 3 described major diameter embankment tube stake and embankment or dock structures, it is characterized in that: the stake of described major diameter embankment tube is monomer tube stake (10) or conjuncted interlock tube stake (20) structure, major diameter sea wall tube stake outside dimension scope is generally 800mm～2000mm, and thin-walled cylinder pile is provided with outer fender pile or interior fender pile structure.
6. according to claim 1 or 2 or 3 described major diameter embankment tube stake and embankment or dock structures, it is characterized in that: the stake of described major diameter embankment tube is embedded in the structure in the inside and outside annular groove of major diameter annular stake point (14) for internal wall protecting casing (11), the outer protection casing (12) that adopts the stake of sea wall tube, its internal wall protecting casing (11), outer protection casing (12) form the loop configuration space (13) of major diameter sea wall tube stake (10) and the hollow structure (16) that obtains by large-diameter hollow immersed tube method jointly.
7. according to claim 1 or 2 or 3 described major diameter embankment tube stake and embankment or dock structures, it is characterized in that: the stake of described major diameter embankment tube adopts clamper (70) to be connected with unit head (80) at the top of inside and outside steel protection casing, and the crown center place that clamper (70) is gone up by inside and outside steel protection casing is provided with mudhole (90) structure; The tube pile driving construction flow process formation sea wall tube pilework of pulling out (G4), pile (G5) has been vibrated in cooperation employing location (G1), hole making by vibration (G2), insertion reinforcing cage (G3), cast-in-place concrete perfusion successively.
8. according to the tube stake of the described major diameter embankment of claim 2 and embankment or dock structure, it is characterized in that: described transverse strut comprises transverse strut (321) and following transverse strut (322) structure division, and described longitude strut comprises longitude strut (311) and following longitude strut (312) structure division.
9. according to claim 1 or 3 described major diameter embankment tube stake and embankment or dock structures, it is characterized in that: the described plain tube sea wall tube pilework embankment structure that reinforcing cage is not installed comprises upper and lower two parts, and superstructure can be the dike that dike that ramp type dike, gravity barricade prop up retaining, dike that the cantilevered barricade props up retaining, dike that counterfort wall props up retaining or empty van formula barricade prop up retaining; Substructure is a plain tube stake seabed composite foundation.
10. according to claim 2 or 8 described major diameter embankment tube stake and 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 plate (50), column (40) exposes the backfill height (C) that highly is higher than embankment, locates to be provided with the backfill antiseepage soil body (G) structure between the lower end of backfill height (C) and the stake of forward and backward row's tube thereof.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009203088339U CN201506969U (en) | 2009-08-26 | 2009-08-26 | Large-diameter dyke tubular pile and dyke or wharf structure thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009203088339U CN201506969U (en) | 2009-08-26 | 2009-08-26 | Large-diameter dyke tubular pile and dyke or wharf structure thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201506969U true CN201506969U (en) | 2010-06-16 |
Family
ID=42468098
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009203088339U Expired - Fee Related CN201506969U (en) | 2009-08-26 | 2009-08-26 | Large-diameter dyke tubular pile and dyke or wharf structure thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201506969U (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102747724A (en) * | 2011-04-19 | 2012-10-24 | 陈东曙 | Sand-filled composite pile, pile forming device and pile forming method |
| CN102852118A (en) * | 2011-06-30 | 2013-01-02 | 陈东曙 | Sea wall construction method and composite sea wall thereof |
| CN103314889A (en) * | 2013-05-15 | 2013-09-25 | 李胜南 | Construction method for enclosure structure unit of water-area ecological breeding pasture as well as enclosure structure unit and application thereof |
| CN103374900A (en) * | 2012-04-13 | 2013-10-30 | 中交第三航务工程勘察设计院有限公司 | Gravity wharf built on silt foundation and method for constructing gravity wharf |
| CN104452661A (en) * | 2014-11-13 | 2015-03-25 | 浙江省电力设计院 | Composite wave-resisting seepage-proof wall for coast flexible direct-current convertor station and transformer substation and construction method |
| 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 |
| TWI583850B (en) * | 2014-12-02 | 2017-05-21 | ||
| CN108755577A (en) * | 2018-07-24 | 2018-11-06 | 交通运输部天津水运工程科学研究所 | A kind of vertical breakwater shield base based on the grouting of localized mass stone |
-
2009
- 2009-08-26 CN CN2009203088339U patent/CN201506969U/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102747724A (en) * | 2011-04-19 | 2012-10-24 | 陈东曙 | Sand-filled composite pile, pile forming device and pile forming method |
| CN102747724B (en) * | 2011-04-19 | 2015-12-02 | 陈东曙 | A kind of piling method of back-up sand composite pile |
| 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 |
| CN103374900A (en) * | 2012-04-13 | 2013-10-30 | 中交第三航务工程勘察设计院有限公司 | Gravity wharf built on silt foundation and method for constructing gravity wharf |
| CN103374900B (en) * | 2012-04-13 | 2016-01-27 | 中交第三航务工程勘察设计院有限公司 | Build the gravity type quay on muddy foundation and construction method thereof |
| CN103314889A (en) * | 2013-05-15 | 2013-09-25 | 李胜南 | Construction method for enclosure structure unit of water-area ecological breeding pasture as well as enclosure structure unit and application thereof |
| CN103314889B (en) * | 2013-05-15 | 2014-08-27 | 李胜南 | Construction method for enclosure structure unit of water-area ecological breeding pasture as well as enclosure structure unit and application thereof |
| CN104452661A (en) * | 2014-11-13 | 2015-03-25 | 浙江省电力设计院 | Composite wave-resisting seepage-proof wall for coast flexible direct-current convertor station and transformer substation and construction method |
| TWI583850B (en) * | 2014-12-02 | 2017-05-21 | ||
| CN108755577A (en) * | 2018-07-24 | 2018-11-06 | 交通运输部天津水运工程科学研究所 | A kind of vertical breakwater shield base based on the grouting of localized mass stone |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1837511B (en) | Double-rowed cofferdam and method for manufacturing the same | |
| CN201506969U (en) | Large-diameter dyke tubular pile and dyke or wharf structure thereof | |
| CN103015367B (en) | High-efficiency economical construction method for revetment | |
| CN111236260A (en) | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof | |
| CN103243678B (en) | Mole | |
| CN111705813A (en) | Combined type inclined pile anchor rod foundation pit supporting system and supporting method | |
| CN213571995U (en) | Self-stabilizing water retaining full-recovery composite cantilever pile structure | |
| CN101260664A (en) | Soft soil foundation large scale steel float lock head construction method | |
| CN101994303A (en) | Large diameter grain tubular pile embanking construction process and embanking or wharf structure thereof | |
| CN101994304A (en) | Construction process of applying ribbed cylindrical piles to novel diking, and diking or wharf structure thereof | |
| CN109487748A (en) | Nearby Structure depth riverbed quaywall supporting construction and construction method | |
| CN203307824U (en) | Supporting structure of high-rise building foundation pit | |
| CN2749932Y (en) | Sea wall structure | |
| CN109610407B (en) | Ecological barricade of landslide prevention based on dead weight is balanced | |
| CN203034418U (en) | Ecological riverway embankment by filing dimension stones in reinforced concrete frames | |
| CN1137311C (en) | Vibration compacted galet pile resisting pull-up and floatation, and its forming method | |
| CN203256680U (en) | Jetty | |
| CN213390185U (en) | Cofferdam structure that earth-rock cofferdam and concrete cofferdam combined together | |
| CN211773790U (en) | Water intake reserved rock ridge water retaining cofferdam reinforcing system under reservoir operation water level | |
| CN208501613U (en) | Nearby Structure depth riverbed quaywall supporting construction | |
| CN211735258U (en) | Pile type rock-fill angle bead | |
| CN208533285U (en) | Short linkage section is excavated without slope light road bank structure after the deep first precompressed of ultra-soft soil | |
| CN206319295U (en) | Solid matter bored concrete pile list anchor sheep pile wharf structure under Soft Ground | |
| CN217923598U (en) | Net between fender pile spouts construction structures | |
| CN110565666A (en) | Construction method of flat combined sheet pile ground connecting wall type water retaining cofferdam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100616 Termination date: 20120826 |