CN102518080B - Pile-top hinge structure of high-pile wharf - Google Patents
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Abstract
The invention discloses a pile-top hinge structure of a high-pile wharf, which is applicable to long-segment high-pile wharfs. The pile-top hinge structure includes a bottom board structure, a reinforcing steel bar cage connected to the bottom board structure, an anti-shearing steel tube sleeved on the reinforcing steel bar cage, a middle board arranged on the bottom board structure, a top board for housing a top of the middle board and side flexible anticorrosion layer arranged on the top board and the bottom board side. Steel plate contact in adopted in the pile-top hinge structure, the pile-top hinge structure is reliable in hinging, allowable relative pile-top turning angle is large, generated pile-top bending moment is small, and the hinging requirement of long-segment wharfs can be met. Axial pressure borne by a pile is borne and transmitted by the pile top, and pressure resistance is reliable. The hinge structure can be connected with a lower beam or pile cap, the required height of the pile cap is small, and accordingly, construction water level can be increased, and construction is facilitated.
Description
Technical field
The present invention relates to the structure of long piled wharf, be specifically related to a kind of stake crown hinge connecting structure of long piled wharf.
Background technology
The long piled wharf articulated structure is only to adopt reduction stake top to stretch into the mode of lower transverse beam or cap stake height at present, the structure that is articulated and connected of this routine can not guarantee freely relatively rotating between a top and lower transverse beam or cap stake, be actually be in rigidly connect and hinged between a kind of uncertain connected mode, the stake top still likely occurs during large length travel is subjected to curved damage, the articulated structure of this routine to be only applicable to the stake top by the situation of the moment of flexure that rigidly connects calculating less than the pile body bending resistance.Past, conventional harbour section length was little, the moment of flexure that temperature deformation produces, always less than the pile body bending resistance, is pushed up under the condition that can not be damaged in stake, although design is by hinged calculating, but it is favourable that actual stake top has part to rigidly connect for the stressed of harbour, is to belong to design safety to reserve.
If long segmentation harbour adopts the stake top to rigidly connect form, the temperature difference can produce very large stake bending square, tend to become the controlled condition of restriction section length, because conventional stake crown hinge connecting structure should not be used for by rigidly connecting while calculating stake bending square greater than the zone of pile body bending resistance, therefore, when by economic technology, relatively needing to extend the harbour section length, need a kind of articulated structure of bending square that reduces of research.
Summary of the invention
The present invention is directed to the existing problem of articulated structure that existing long piled wharf adopts, and a kind of novel pile-top hinge structure of high-pile wharf is provided, it can effectively reduce a bending square, to adapt to the structure of long segmentation harbour.
In order to achieve the above object, the present invention adopts following technical scheme:
Pile-top hinge structure of high-pile wharf, described stake crown hinge connecting structure comprises:
Base arrangement, described base arrangement comprise template, template extension muscle and annular bottom plate, and described template is hung muscle one end and is welded on below annular bottom plate, and other end fixed form, described annular bottom plate are placed on the end face of stake;
Reinforcing cage, described reinforcing cage passes annular bottom plate, and extend in stake, and the tension master's muscle on described reinforcing cage is provided with sliding layer near contact surface, and the length that reinforcing cage tension master muscle upper-lower section does not arrange sliding layer need meet the anchorage length of steel bar requirement;
The shearing resistance steel pipe, described shearing resistance steel pipe socket is located on reinforcing cage, and bottom is stretched in stake, and described shearing resistance steel pipe outer setting has sliding layer;
Middle plate, described middle plate are annular, are placed on annular bottom plate, and described middle plate top surface outward flange is a slope, and the gradient on described slope meets the stake required corner requirement in top, and described middle plate outer void district is filled with the flexible corrosion protection filler;
Top board, described top board are annular, are placed in the top of middle plate, are installed with anchor rib and shear resisting board on top board;
Side flexible corrosion protection layer, the scope that arranges be the stake lateral surface to base plate from described top board end face.
As optimum embodiment of the present invention, described annular bottom plate is placed on the stake top by sqtructural adhesive.
Described annular bottom plate can adopt the material such as 20 manganese steel to make, and thickness is 10～20mm, and external diameter is with a stake footpath, more than the external diameter 3～5cm of internal diameter greater than the shearing resistance steel pipe.
Further, described reinforcing cage is got minor diameter, be generally less than 50cm, reinforcing cage tension master muscle adopts diameter to be not less than 3 grades of steel or 2 grades of steel of 28mm, and the tension that tension master's muscle quantity of reinforcement should meet the stake top requires and the maximal bending moment that produces should be less than the permission bending resistance value of pile body.
Further, the described reinforcing cage tension master extended pile cover of muscle epimere or lower transverse beam carry out anchoring.
Further, described shearing resistance steel pipe adopts thick-walled seamless steel pipes, and thickness is not less than 30mm.
Further, described sliding layer can adopt anticorrosion oil reservoir and the thin layer that is wrapped on anticorrosion oil reservoir.
Further, the described shearing resistance steel pipe bottom length of imbedding an inner concrete is determined by 1/2 footpath.
Further, described middle plate can adopt the materials such as 20 manganese steel to make, and thickness is 20～40mm, and the internal diameter of middle plate is than the large 1～2mm of shearing resistance outer diameter of steel pipes, and external diameter is not less than 50mm greater than the base plate internal diameter.
Further, described ramp slope is 5～10 °, and slope length is greater than 100mm, and slope roof panel width should calculate and be not less than 50mm, middle plate slope roof panel width calculative determination by partial pressing.
Further, described top board is placed in the top of middle plate by sqtructural adhesive.
Further, described top board can adopt the material such as 20 manganese steel to make, and with the top plate thickness of middle plate contact range, is not less than 20mm, and internal diameter should be than the large 1～2mm of the external diameter of shearing resistance steel pipe, and external diameter is with a stake footpath.
Further, the angle that bends up of described anchor rib should be between 30～60 °; The shear resisting board height should be got the 50mm left and right.
Further, when the level distribution reinforcing bar of top board top can not pass through shear resisting board, horizontal reinforcement is welded on top board or shear resisting board.
Further, described side flexible corrosion protection layer adopts low rigidity material to form, and thickness is 5～10mm, and the parcel scope is not less than 20mm from surpassing top board end face 20mm to pile cover or lower transverse beam bottom surface, and the distance of stretching out under base plate should meet requirement for anticorrosion.
Novel articulated structure has the following advantages:
1. hinged pile reliable operation, the relative rotation that the stake top allows is larger, and the stake bending square of generation generally can be controlled in less than pile body and allows can meet the hinged requirement of long segmental structure in the moment of flexure scope.
2. pile is carried on a shoulder pole the axial compression dependable performance, and pressure is directly to be transmitted on an end face.
3. in the stake, a concreting degree of depth is mainly determined by the pulling force of pile load, and long segmental structure foundation pile pulling force is little, and the concrete degree of depth of building in stake is general only need be met Bar Anchorage and meet the structure requirement and get final product.
4. when adopting pile cover, connecting reinforcement cage diameter is less, generally can stretch into beam node anchoring in length and breadth, and the pile cover height is less, generally can, by the structure requirement 60cm that gets the small value, be conducive to improve working water level.
5. long segmental structure adopts hinged pile more can adapt to the difficult situation about rigidly connecting in lower top of stormy waves mal-condition, is more suitable for for Deepwater Open Sea harbour situation.
Description of drawings
Further illustrate the present invention below in conjunction with the drawings and specific embodiments.
Fig. 1 is that king-pile of the present invention pushes up the elevational schematic view that is articulated and connected.
Fig. 2 is that king-pile of the present invention pushes up the floor map that is articulated and connected.
Fig. 3 is the schematic diagram that in the present invention, taper pile is articulated and connected.
Fig. 4 is middle plate slope roof panel width gauge nomogram.
Fig. 5 is anchor bar and shear resisting board calculation diagram.
The specific embodiment
For technological means, creation characteristic that the present invention is realized, reach purpose and effect is easy to understand,, below in conjunction with concrete diagram, further set forth the present invention.
Referring to Fig. 1 and Fig. 2, pile-top hinge structure of high-pile wharf provided by the present invention, mainly be comprised of base arrangement, reinforcing cage (023), shearing resistance steel pipe (031), middle plate (041), top board (051), side flexible corrosion protection layer (064).
Wherein base arrangement comprises template (014), template extension muscle (012) and annular bottom plate (011), front template extension muscle (012) one end is installed to be welded on below annular bottom plate (011), other end fixed form (014), annular bottom plate during installation (011) can be placed on the end face of stake (061) by bonding adhesive.
Reinforcing cage (023) passes annular bottom plate (011) and stretches in stake, and the tension master's muscle (021) on it is provided with sliding layer (022) near contact surface, and the length that reinforcing cage tension master muscle upper-lower section does not arrange sliding layer need meet the anchorage length of steel bar requirement.
Shearing resistance steel pipe (031) is set on reinforcing cage (023), and its underpart stretches in stake, and shearing resistance steel pipe outer setting has sliding layer.
Middle plate (041) is annular, is placed on annular bottom plate (011), and middle plate top surface outward flange is a slope (042), and the gradient on this slope meets the stake required corner requirement in top, is filled with flexible corrosion protection filler (063) in middle plate outer void district simultaneously.
Top board (051) is annular, is placed in the top of middle plate (041), is welded with anchor rib (052) and shear resisting board (054) on top board.
Side flexible corrosion protection layer (064), the scope that arranges is from the stake outside to base plate (011) at top board (051) end face.
Based on such scheme, construction and the design process of novel articulated structure provided by the invention following (referring to Fig. 1 and Fig. 2):
1. template (014), template are hung muscle (012) and annular bottom plate (011) integral manufacturing, hang muscle (012) and weld (013) under base plate.Base arrangement lay integral manufacturing after coating sqtructural adhesive (as epoxy resin) on the stake top after.
2. base plate should adopt the materials such as 20 manganese steel, and thickness is 10～20mm approximately, external diameter with the stake footpath, internal diameter should be more than the external diameter 3～5cm greater than shearing resistance steel pipe (031), in order to build an inner concrete.
3. reinforcing cage is got minor diameter as far as possible, and the General Requirements diameter is less than 50cm, and reinforcing cage tension master muscle (021) should adopt diameter to be not less than 3 grades of steel or 2 grades of steel of 28mm, with the permission gap that reduces reinforcing cage diameter and increase joint face, measures; The tension that tension master's muscle quantity of reinforcement should meet stake top requires and the maximal bending moment that produces should be less than the permission bending resistance value of pile body.Tension master's muscle should carry out surface sliding and process (022) near contact surface, can adopt and smear wrap film material processed after antiseptic oil, and purpose is to eliminate the grip of concrete of main muscle to reach the permission gap amount that increases contact surface; Slip processing section total length should be determined according to calculating required permission gap amount; The upper-lower section length of processing of sliding need meet the anchorage length of steel bar requirement; Therefore, because the reinforcing cage diameter is little, can consider that epimere tension master muscle is stretched out pile cover or lower transverse beam (062) carries out anchoring.
4. the reinforcing cage overcoat has shearing resistance steel pipe (031), and the shearing resistance steel pipe should adopt thick-walled seamless steel pipes, should select the materials such as 20 manganese steel, and thickness should not be less than 30mm, and the steel tube section used in amounts meets the shearing resistance of pile cap requirement; Shearing resistance steel pipe outside also should be carried out surface sliding and processed, and can adopt and smear wrap film material after antiseptic oil, and purpose is that the grip of concrete of eliminating the shearing resistance steel pipe avoids producing uncontrollable bending square.Shearing resistance steel pipe (031) can be fixed by the bottom surface that steel bar welding is connected to annular bottom plate (011), as the extention of base arrangement, installs; Also can be connected to reinforcing cage by steel bar welding and fix, as the extention of reinforcing cage, install.
5. after base arrangement, reinforcing cage and shearing resistance penstock installation, build an inner concrete to the base plate face, plate (041) in installing after the base plate face is coated sqtructural adhesive.Middle plate should adopt the materials such as 20 manganese steel, the desirable 30mm of thickness left and right; Internal diameter should be than the large 1～2mm of shearing resistance outer diameter of steel pipes; External diameter should be not less than 50mm greater than the base plate internal diameter, to meet the requirement of pressurized overlap joint; Middle plate top surface outward flange should be done sloping (042), and desirable 5～10 ° of left and right of the gradient should meet the stake required corner requirement in top; Slope length should be greater than 100mm; Slope roof panel width should calculate and should be less than 50mm by partial pressing.
6. can fill out flexible corrosion protection filler (063) in middle plate outer void district, top board (051) is installed after sqtructural adhesive is coated at middle plate top.Top board should adopt the materials such as 20 manganese steel, should not be less than 20mm with the top plate thickness of middle plate contact range, and internal diameter should be than the large 1～2mm of the external diameter of shearing resistance steel pipe, and external diameter is with the stake footpath.Be welded with anchor rib (052) and shear resisting board (054) on top board, the anchor rib position while welding is seen (053), and the shear resisting board position while welding is seen (055).Anchor rib should adopt 2 grades of steel, and bending up angle can be between 30～60 °; The desirable 50mm of shear resisting board height left and right.Anchor rib and shear resisting board should be able to be resisted pile top shear force and tube fraction power, and anchor rib quantity of reinforcement and shear resisting board size are by calculative determination.When the level distribution reinforcing bar of top board top can not pass through shear resisting board, horizontal reinforcement can be welded on top board or shear resisting board.
7. imbed the concrete length issue in top for the shearing resistance steel pipe, owing to being solid concrete in the shearing resistance steel pipe, contact strength between top board and steel pipe generally can be resisted pile top shear force, as diameter of steel tube 0.2m, the thick 2cm of top board, calculate by 20 manganese steel compressive strength 310mPa, and its ultimate shearing resistance is: Qj=0.020.2310000=1240kN, much larger than the issuable shearing in actual stake top, so steel pipe is imbedded the desirable 50mm of top concrete length left and right and is got final product.Steel pipe is imbedded the length of bottom stake inner concrete and can be determined by 1/2 footpath.
8. flexible corrosion protection material (064) should be wrapped up in top board end face to the stake outside under base plate, anti-corrosion material should select low rigidity material, desirable 5～the 10mm of thickness left and right, parcel scope should surpass that top board end face and pile cover (or lower transverse beam) bottom surface are not less than 20mm and the distance of stretching out under base plate should meet requirement for anticorrosion.
9. middle plate slope roof panel (041) width can be by Fig. 4 calculative determination, and in figure, plate inward flange radius is r, and slope top edge radius is R, and the local compression area of rotation is pressed in figure shown in shade, and shaded area is:
The compressive strength of supposing middle plate and top board is f
y, stake axial design pressure is N, should meet:
f
y·Δ=N （2）
Middle plate slope roof panel width δ presses following formula and determines:
δ=R－r （3）
10. anchor bar and shear resisting board can calculate by Fig. 5:
In figure: shearing Qn gets pile top shear force Q and adds 0.05 apical axis power N, acts on the stake top; Steel pipe and the friction of top board side are made a concerted effort for P; T is the design pulling force that anchor bar should reach; β is that anchor bar bends up angle, and shear resisting board lateral reaction σ gets concrete axle center compressive strength fc; A is that steel pipe and the top board side power P that rubs be anchor bar base plate intersection point to distance, the b at top board edge is that shear resisting board is the distance of lateral reaction center to pile top shear force Qn to anchor bar base plate intersection point distance, d to distance, the c at top board edge.
The area Ω of opposing shearing direction should meet the requirement of opposing shearing Qn, can consider the shear resistance of anchor bar, and shear resisting board area Ω presses following formula and determines:
Ω=(Qn-T·cosβ)/fc （4）
Anchor bar, except the anchoring requirement that should meet anti-shear steel plate, can the lateral reaction center O be axis of torque, can resist shearing Qn by anchored force T the requirement of o point moment is determined, can not consider the horizontal component of T, this part anchored force T1 can determine by following formula:
T1=Qn·d/(c·sinβ) （5）
Anchor bar still should meet the rub resistance to plucking requirement of power P of side between top board and shearing resistance steel pipe.Can be similar to the supposition friction factor is 0.3, i.e. the steel pipe side power P=0.3Qn that rubs, this part anchored force T2 can be similar to and press edge fulcrum equalising torque and determine, that is:
T2=P·a/(b·sinβ) （6）
Above two stacks require:
T=Qn·d/(c·sinβ)+P·a/(b·sinβ) （7）
(11) the required relative rotation in stake top is determined according to the hard-over ω that calculates hinged pile stake top, and the required gap amount of contact surface takes advantage of hard-over definite by tension master muscle to the distance of slope top edge farthest, that is:
ε=ρ·ω （8）
In formula: ε is the hard-over radian for what to allow gap amount mm, ρ be tension master muscle to slope top edge farthest apart from mm, ω.
(12) total length of the required slip processing layer of tension master muscle can be determined by following formula:
μ=ε·Es/f
yk－2La （9）
In formula: μ is that the required slip processing layer total length of tension master muscle, ε are reinforcing bar modulus of elasticity kPa, f for allowing gap amount m, Es
ykFor Steel Bar Tensile Strength standard value kPa, La are anchoring section equivalence drift, 2 grades of steel can be similar to and get 10d, 3 grades of steel can be similar to and get 15d.
(13), for to make the permission moment M of the maximal bending moment of junction less than pile body, should meet:
a·n·f
yk·r≤M （10）
In formula: a is that tension master muscle area, n are tension master muscle radical, f
ykFor tension master muscle tension standard value, r are middle plate bench crest radius.
While utilizing method provided by the invention to carry out the hinged processing of taper pile, referring to Fig. 3, taper pile is hinged adopts direct inclination type of attachment.
The novel hinge solution that the present invention proposes has been considered the connectivity problem of taper pile, taper pile connection main points are the lappings that lengthen and thicken the high side of stake, and the lengthening lapping should stretch out outside concrete, thickening lapping purpose is to meet maximum relative rotation demand for the free amount of spin that guarantees a high side.
Utilize taper pile syndeton construction provided by the invention simple, reinforcement fabrication is the same with straight stake situation, the production of can finalizing the design, taper pile is processed very convenient, because long segmental structure applicable elements is Piles for Friction Piles, piling is generally pressed the high process control of design of pile top, and the situation that need cut pile crown is few, therefore is applicable to long segmental structure.
The novel articulated structure that forms according to such scheme when bearing axial tension, has certain axial slack than conventional hinge, thinks that by analysis this is favourable to long segmental structure.Stake top tension can reduce the stake pulling force that the temperature difference produces when lax, when foundation pile during at tension least favorable state, tension pile top does not have load, for pile foundation, this moment, contiguous foundation pile can not reach the least favorable pressured state, internal force on the distant place foundation pile also affects not quite, i.e. stake tension lax pair stake tension is favourable, little on the impact of stake pressurized.To the long segmentation harbour of deep water, because the gradient horizontal force little, that bear of foundation pile is little, the pulling force of foundation pile not quite even not there will be pulling force, and therefore tension lax impact in stake top is less.For beam in length and breadth, when stake was in tension state, corresponding top did not have load, and near beam can not produce maximum positive bending moment, and little on the positive bending moment impact of distant place beam, it is less that analysis-by-synthesis aligns Moment Influence; Can produce the increase effect to the hogging moment of this place's beam although the stake tension is lax, but consider that but panel can participate in opposing hogging moment and the performance adjusted of beam part plasticity in length and breadth, the actual hogging moment that increases adjusted can not affect greatly beam in length and breadth, as worry the impact that negative moment of girder increases, can suitably increase the hogging moment quantity of reinforcement.
Novel articulated structure can make superstructure raise to some extent while producing relative rotation, but because contact surface is less, so the amount of raising that rotation produces is little.On each, this amount of raising is slowly to change gradually, and is very little on the impact of structure from plane, and past Big Pipe Pile employing also has this situation while being articulated and connected, and the amount of raising, likely greater than new hinged situation, problem does not occur in practice yet.
When stake top subregion adopts different articulated structures, suppose that the foundation pile to middle 70m section adopts traditional hinged way; And, to being positioned at the foundation pile of its outer edge region, adopt this patent articulated structure.Suppose that when a top corner is articulated and connected by tradition, longeron does not produce and raises, the longeron while connecting of employing new technology is raised by the rigidity contact, below analyze the vertical differential deformation problem between partition boundaries place framed bent: the displacement that supposition produces by the 70m place temperature difference is that on 18mm, stake mud, length is 10m, soil m value, for 10000/m considers, calculates
Big Pipe Pile stake top corner is 0.00176 radian, supposes that the contact surface diameter that rotate on the stake top is 0.5m, and by the rigidity contact, calculating the stake top amount of raising is 0.00044m.Suppose framed bent spacing 7.5m, the differential settlement that analogy frame construction adjacent pillars allows is 0.002～0.003L=0.015～0.0225m, and numerical value contrasts when a stake top subregion adopts different articulated structures as can be known, and the vertical relative settlement between framed bent can be ignored.
While due to the connection flexural strength when the hinged pile top, being not more than pile body permission moment of flexure, the connection flexural strength on stake top is favourable to structure stress, being actually a kind of safety reserves, when accidental generation super large horizontal force or earthquake, the connection flexural strength on stake top also can play a role, therefore junction, design stake top should have certain bending resistance, but should not surpass the flexural strength of pile body.
Although the structure bending square that novel articulated structure produces is also also imperfect hinged much smaller than conventional hinge, design should be considered maximal bending moment under the mud of pile body is suitably increased, but multiplying factor 1.1～1.2.
While adopting novel articulated structure requirement construction to lay prefabricated beam in length and breadth, can not remove bottom support.
Above demonstration and described basic principle of the present invention, principal character and advantage of the present invention.The technician of the industry should understand; the present invention is not restricted to the described embodiments; that describes in above-described embodiment and manual just illustrates principle of the present invention; without departing from the spirit and scope of the present invention; the present invention also has various changes and modifications, and these changes and improvements all fall in the claimed scope of the invention.The claimed scope of the present invention is defined by appending claims and equivalent thereof.
Claims (6)
1. pile-top hinge structure of high-pile wharf, is characterized in that, described stake crown hinge connecting structure comprises:
Base arrangement, described base arrangement comprises template (014), template extension muscle (012) and annular bottom plate (011), described template is hung muscle (012) one end and is welded on below annular bottom plate (011), other end fixed form (014), described annular bottom plate (011) are placed on the end face of stake (061);
Reinforcing cage (023), described reinforcing cage (023) passes annular bottom plate (011), and extend in stake, tension master's muscle (021) on described reinforcing cage (023) is provided with sliding layer (022) near contact surface, the length that reinforcing cage tension master muscle upper-lower section does not arrange sliding layer need meet the anchorage length of steel bar requirement;
Shearing resistance steel pipe (031), described shearing resistance steel pipe (031) is set on reinforcing cage (023), and bottom is stretched in stake, and described shearing resistance steel pipe outer setting has sliding layer;
Middle plate (041), described middle plate (041) is annular, is placed on annular bottom plate (011), and described middle plate top surface outward flange is a slope (042), the gradient on described slope meets the stake required corner requirement in top, and described middle plate outer void district is filled with flexible corrosion protection filler (063);
Top board (051), described top board (051) are annular, are placed in the top of middle plate (041), are installed with anchor rib (052) and shear resisting board (054) on top board;
Side flexible corrosion protection layer (064), the scope that arranges be the stake lateral surface to base plate (011) from described top board (051) end face.
2. pile-top hinge structure of high-pile wharf according to claim 1, is characterized in that, described annular bottom plate (011) adopts 20 manganese steel materials to make, and thickness is 10～20mm, and external diameter is with the stake footpath, more than the external diameter 3～5cm of internal diameter greater than shearing resistance steel pipe (031).
3. pile-top hinge structure of high-pile wharf according to claim 1, it is characterized in that, described reinforcing cage is got minor diameter, less than 50cm, reinforcing cage tension master muscle (021) adopts diameter to be not less than 3 grades of steel or 2 grades of steel of 28mm, and the tension that tension master's muscle quantity of reinforcement should meet the stake top requires and the maximal bending moment that produces should be less than the permission bending resistance value of pile body.
4. pile-top hinge structure of high-pile wharf according to claim 1, is characterized in that, described shearing resistance steel pipe adopts thick-walled seamless steel pipes, and thickness is not less than 30mm.
5. pile-top hinge structure of high-pile wharf according to claim 1, is characterized in that, described middle plate adopts 20 manganese steel materials to make, and thickness is 20～40mm, and the internal diameter of middle plate is than the large 1～2mm of shearing resistance outer diameter of steel pipes, and external diameter is not less than 50mm greater than the base plate internal diameter.
6. pile-top hinge structure of high-pile wharf according to claim 1, is characterized in that, described top board adopts 20 manganese steel materials to make, and with the top plate thickness of middle plate contact range, is not less than 20mm, and internal diameter should be than the large 1～2mm of the external diameter of shearing resistance steel pipe, and external diameter is with the stake footpath.
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| CN201915356U (en) * | 2010-09-09 | 2011-08-03 | 中交第三航务工程勘察设计院有限公司 | New pile wharf structure |
| CN102094418A (en) * | 2011-01-10 | 2011-06-15 | 江河建设集团有限公司 | Construction method for connecting concrete thin-wall pipe pile by wooden supporting plate |
| CN202073110U (en) * | 2011-05-04 | 2011-12-14 | 江苏建华管桩有限公司 | Concrete pile and bearing platform connecting structure |
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| CN102518080A (en) | 2012-06-27 |
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