CN102518080A - Pile-top hinge structure of high-pile wharf - Google Patents
Pile-top hinge structure of high-pile wharf Download PDFInfo
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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. 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 access node structure of long piled wharf.
Background technology
The long piled wharf articulated structure only is to adopt the mode that lower transverse beam or cap stake height are stretched in the stake top that reduces 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 the cap stake; Be actually be in rigidly connect and hinged between a kind of uncertain connected mode; During big length travel the stake top might take place still and receive curved the damage, the articulated structure of this routine is 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 is pushed up under the condition that can not be damaged in stake always less than the pile body bending resistance, though 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.
Long segmentation harbour is if adopt the stake top to rigidly connect form; Then the temperature difference can produce very big stake bending square; Conventional stake crown hinge access node structure tends to become the controlled condition of restriction section length, owing to should not be used for by rigidly connecting when calculating stake bending square greater than the zone of pile body bending resistance, therefore; In the time relatively need prolonging the harbour section length, need a kind of articulated structure of bending square that reduces of research through economic technology.
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 long piled wharf stake crown hinge access node structure 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:
Long piled wharf stake crown hinge access node structure, said stake crown hinge access node structure comprises:
Base arrangement; Said base arrangement comprises template (014), template extension muscle (012) and annular bottom plate (011); Said template is hung muscle (012) one end and is welded on below the annular bottom plate (011), and other end fixed form (014), said annular bottom plate (011) are placed on the end face of stake (061);
Reinforcing cage (023); Said reinforcing cage (023) passes annular bottom plate (011); And extend in the stake; Tension master's muscle (021) on the said reinforcing cage (023) is provided with sliding layer (022) near contact surface, the length that hypomere is not provided with sliding layer on the reinforcing cage tension master muscle need satisfy the anchorage length of steel bar requirement;
Shearing resistance steel pipe (031), said shearing resistance steel pipe (031) is set on the reinforcing cage (023), and the bottom is stretched in the stake, and said shearing resistance steel pipe outer setting has sliding layer;
Middle plate (041), said middle plate (041) is annular, is placed on the annular bottom plate (011), and said middle plate top surface outward flange is a slope (042), and satisfied of the gradient on said slope is pushed up a required corner requirement, and said middle plate outer void district is filled with flexible corrosion protection filler (063);
Top board (051), said 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 the top board;
Side flexible corrosion protection layer (064), the scope that is provided with is from the stake lateral surface of said top board (051) end face to base plate (011).
As optimum embodiment of the present invention, said annular bottom plate (011) is placed on the stake top through sqtructural adhesive.
Said annular bottom plate (011) can adopt material such as 20 manganese steel to process, 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).
Further; Said reinforcing cage is got minor diameter; Be generally 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 satisfy the stake top requires and the maximal bending moment that produces should be less than the permission bending resistance value of pile body.
Further, said reinforcing cage tension master muscle epimere can stretch out pile cover or lower transverse beam carries out anchoring.
Further, said shearing resistance steel pipe adopts thick-walled seamless steel pipes, and thickness is not less than 30mm.
Further, said sliding layer can adopt anticorrosion oil reservoir and be wrapped in the thin layer on the anticorrosion oil reservoir.
Further, the said shearing resistance steel pipe bottom length of imbedding an inner concrete is confirmed by 1/2 footpath.
Further, said in plate can adopt material such as 20 manganese steel to process, thickness is 20～40mm, the internal diameter of middle plate is than the big 1～2mm of shearing resistance outer diameter of steel pipes, external diameter is not less than 50mm greater than the base plate internal diameter.
Further, said ramp slope is 5～10 °, and slope length is greater than 100mm, and sloping roof panel width should calculate and be not less than 50mm by partial pressing, and middle plate slope roof panel width calculates to be confirmed.
Further, the top of plate during said top board is placed in through sqtructural adhesive.
Further, said top board can adopt material such as 20 manganese steel to process, and is not less than 20mm with the top plate thickness of middle plate contact range, internal diameter should be than the external diameter of shearing resistance steel pipe big 1～2mm, external diameter is with the stake footpath.
Further, the angle of having bent of said anchor rib should be between 30～60 °; The shear resisting board height should be got about 50mm.
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 the shear resisting board.
Further, said side flexible corrosion protection layer (064) 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 the base plate should satisfy requirement for anticorrosion.
Novel articulated structure has the following advantages:
1. hinged pile reliable operation, the relative rotation that the stake top allows is bigger, and the stake bending square of generation generally can be controlled in less than pile body and allows can satisfy 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 the end face.
3. a concreting degree of depth mainly confirms that by the pulling force of pile load long segmental structure foundation pile pulling force is little in the stake, and the concrete degree of depth of building in the stake is general only need to be satisfied the reinforcing bar anchoring 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 help improving working water level by the structure requirement 60cm that gets the small value.
5. long segmental structure adopts hinged pile more can adapt to the difficult situation about rigidly connecting in following top of stormy waves mal-condition, is more suitable for being used for Deepwater Open Sea harbour situation.
Description of drawings
Further specify the present invention below in conjunction with the accompanying drawing and the specific embodiment.
Fig. 1 connects elevational schematic view in succession for king-pile crown hinge of the present invention.
Fig. 2 connects floor map in succession for king-pile crown hinge of the present invention.
The sketch map that Fig. 3 is articulated and connected for taper pile among the present invention.
Fig. 4 is a 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 and be easy to understand and understand, below in conjunction with concrete diagram, further set forth the present invention.
Referring to Fig. 1 and Fig. 2, long piled wharf stake crown hinge access node structure provided by the present invention mainly is made up 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 the 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) through bonding adhesive.
Reinforcing cage (023) passes annular bottom plate (011) and stretches in the stake, and the tension master's muscle (021) on it is provided with sliding layer (022) near contact surface, and the length that hypomere is not provided with sliding layer on the reinforcing cage tension master muscle need satisfy the anchorage length of steel bar requirement.
Shearing resistance steel pipe (031) is set on the reinforcing cage (023), and its underpart stretches in the stake, and shearing resistance steel pipe outer setting has sliding layer.
Middle plate (041) is an annular, is placed on the annular bottom plate (011), and middle plate top surface outward flange is a slope (042), and the gradient on this slope satisfies the stake required corner requirement in top, and the while is filled with flexible corrosion protection filler (063) in middle plate outer void district.
Top board (051) is an annular, is placed in the top of middle plate (041), is welded with anchor rib (052) and shear resisting board (054) on the top board.
Side flexible corrosion protection layer (064), the scope that is provided with is from outside the stake of top board (051) end face to base plate (011).
Based on such scheme, the construction of novel articulated structure provided by the invention and design process be (referring to Fig. 1 and Fig. 2) as follows:
1. template (014), template are hung muscle (012) and annular bottom plate (011) integral manufacturing, hang muscle (012) and under base plate, weld (013).Base arrangement after after coating sqtructural adhesive (like epoxy resin) on the stake top, laying integral manufacturing.
2. base plate should adopt materials such as 20 manganese steel, and stake directly together, internal diameter should be more than the external diameter 3～5cm greater than shearing resistance steel pipe (031), so that build an inner concrete for the about 10～20mm of thickness, external diameter.
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, measures with the permission slit that increases joint face to reduce the reinforcing cage diameter; The tension that tension master's muscle quantity of reinforcement should satisfy 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 surperficial slip treated (022) near contact surface, can adopt and smear wrap film material processed behind the antiseptic oil, and purpose is to eliminate the grip of concrete of main muscle to reach the permission slit amount that increases contact surface; Slip treated section total length should be confirmed according to calculating required permission slit amount; The length that last hypomere does not carry out slip treated need satisfy the anchorage length of steel bar requirement; Because the reinforcing cage diameter is little, therefore can consider epimere tension master muscle is stretched out pile cover or lower transverse beam (062) carries out anchoring.
4. reinforcing cage is with shearing resistance steel pipe (031) outward, and the shearing resistance steel pipe should adopt thick-walled seamless steel pipes, should select materials such as 20 manganese steel, and thickness should not be less than 30mm, and the satisfied stake of steel tube section used in amounts is offended and disobey with rude remarks and cut requirement; Surperficial slip treated also should be carried out in shearing resistance steel pipe outside, can adopt and smear wrap film material behind the 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 through the bottom surface that reinforcing bar is welded in annular bottom plate (011), installs as the extention of base arrangement; Also can be welded in reinforcing cage and fix, install as the extention of reinforcing cage through reinforcing bar.
5. after base arrangement, reinforcing cage and shearing resistance steel pipe are installed, build an inner concrete to base plate face, plate (041) in after the base plate face is coated sqtructural adhesive, installing.Middle plate should adopt materials such as 20 manganese steel, about the desirable 30mm of thickness; Internal diameter should be than the big 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 satisfy the requirement of pressurized overlap joint; Middle plate top surface outward flange should be done sloping (042), and desirable about 5～10 ° of the gradient should satisfy 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 materials such as 20 manganese steel, with the top plate thickness of middle plate contact range should not be less than 20mm, internal diameter should be than the external diameter of shearing resistance steel pipe big 1～2mm, external diameter is with the stake footpath.Be welded with anchor rib (052) and shear resisting board (054) on the 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 having bent the angle can be between 30～60 °; About the desirable 50mm of shear resisting board height.Anchor rib and shear resisting board should be able to be resisted a top shearing and tube fraction power, and anchor rib quantity of reinforcement and shear resisting board size are confirmed by calculating.When the level distribution reinforcing bar of top board top can not pass through shear resisting board, can horizontal reinforcement be welded on top board or the shear resisting board.
7. imbed the concrete length issue in top for the shearing resistance steel pipe, owing to be solid concrete in the shearing resistance steel pipe, the contact strength between top board and the steel pipe generally can be resisted stake top shearing; Like diameter of steel tube 0.2m; The thick 2cm of top board calculates by 20 manganese steel compressive strength 310mPa, and its ultimate shearing resistance is: Qj=0.02*0.2*310000=1240kN; The issuable shearing much larger than actual stake top, so steel pipe is imbedded about the desirable 50mm of top concrete length and is got final product.Steel pipe is imbedded the length of bottom stake inner concrete and can be confirmed by 1/2 footpath.
8. flexible corrosion protection material (064) should be wrapped up in the stake outside under top board end face to the base plate; Anti-corrosion material should select low rigidity material; About the desirable 5～10mm of thickness, the 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 the base plate should satisfy requirement for anticorrosion.
9. middle plate slope roof panel (041) width can calculate definite by Fig. 4, and plate inward flange radius is r among the figure, and slope top edge radius is R, and the local compression area of rotation is by shown in the shade in scheming, and shaded area is:
The compressive strength of plate and top board is f in supposing
y, stake axial design pressure is N, then should satisfy:
f
y·Δ＝N (2)
Middle plate slope roof panel width δ presses following formula and confirms:
δ＝R-r (3)
10. anchor bar and shear resisting board can calculate by Fig. 5:
Among the figure: shearing Qn gets a top shearing Q and adds 0.05 apical axis power N, acts on the stake top; Steel pipe and the friction of top board side make a concerted effort to be P; T is the design pulling force that anchor bar should reach; β is the curved device angle of anchor bar, and shear resisting board lateral reaction σ gets concrete axial 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 c at top board edge to distance, the b at top board edge is that shear resisting board is the distance of lateral reaction center to stake top shearing Qn to anchor bar base plate intersection point distance, d.
The area Ω of opposing shearing direction should satisfy the requirement of opposing shearing Qn, can consider the shear resistance of anchor bar, and shear resisting board area Ω presses following formula and confirms:
Ω＝(Qn-T*cosβ)/fc (4)
Anchor bar removes the anchoring requirement that should satisfy anti-shear steel plate, can the lateral reaction center O be axis of torque, can resist shearing Qa by anchored force T and the requirement of o point moment confirmed can not consider the horizontal component of T, this part anchored force T1 can confirm by following formula:
T1＝Qn*d/(c*sinβ) (5)
Anchor bar still should satisfy 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 confirm, that is:
T2＝P*a/(b*sinβ) (6)
More than two stacks require:
T＝Qn*d/(c*sinβ)+P*a/(b*sinβ) (7)
(11) the required relative rotation in stake top is confirmed according to the hard-over ω that calculates hinged pile stake top, and the required slit 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 the formula: ε is the hard-over radian for what to allow slit amount mm, ρ be tension master muscle to slope top edge farthest apart from mm, ω.
(12) total length of the required slip treated layer of tension master muscle can be confirmed by following formula:
μ＝ε*Es/f
yk-2La (9)
In the formula: μ is that the required slip treated layer total length of tension master muscle, ε are reinforcing bar modulus of elasticity kPa, f for allowing slit amount m, Es
YkFor reinforcing 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, should satisfy less than pile body:
a·n·f
yk·r≤M (10)
In the 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.
When utilizing method provided by the invention to carry out the hinged processing of taper pile, referring to Fig. 3, taper pile is hinged to adopt 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 lappings of lengthening and the high side of thickening stake, and the lengthening lapping should stretch out outside the concrete, thickening lapping purpose is to meet maximum relative rotation demand for the free amount of spin that guarantees the high side of stake.
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, and taper pile is handled very convenient; Because long segmental structure applicable elements is a Piles for Friction Piles; Piling is general, and the situation that need cut pile crown is few by the design altitude control of stake top, therefore is applicable to long segmental structure.
The novel articulated structure that forms according to such scheme has certain axial slack than conventional hinge, through thinking that this is favourable to long segmental structure when bearing axial tension.The stake top is drawn can reduce the stake pulling force that the temperature difference produces when relaxing; When foundation pile when being drawn the least favorable state; Tension pile top does not have load, and as far as pile foundation, this moment, contiguous foundation pile can not reach the least favorable pressured state; Internal force to the distant place foundation pile also influences not quite, promptly the stake drawn the lax pair stake drawn favourable, the stake pressurized is influenced not quite.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 pulling force can not occur, therefore the stake top being drawn lax influence littler.As far as 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 to the positive bending moment influence of distant place beam, analysis-by-synthesis is less to the positive bending moment influence; Though stake is drawn lax meeting that the hogging moment of this place's beam is produced the increase effect; But consider that but panel can participate in the opposing hogging moment and the performance of beam part plasticity adjustment in length and breadth; The hogging moment that actual adjustment increases can not affect greatly beam in length and breadth; As worry the influence that the beam hogging moment increases, can suitably increase the hogging moment quantity of reinforcement.
Novel articulated structure can make superstructure raise to some extent when producing relative rotation, but because contact surface is less, so the amount of raising that rotation produces is little.Each is seen from the plane, and this amount of raising is that gradual slow changes, and very little to effect on structure, the past Big Pipe Pile adopts also has this situation when being articulated and connected, and the amount of raising might problem not take place yet greater than new hinged situation in the practice.
When stake top subregion adopts different articulated structures, suppose that the foundation pile to middle 70m section adopts traditional hinged way; And, adopt this patent articulated structure to being positioned at the foundation pile of its outer edge region.Suppose that longeron did not produce when a top corner was articulated and connected by tradition and raise; Longeron is raised by the rigidity contact when employing new technology connection; 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 length is 10m on 18mm, the stake mud; Soil m value is considered for 10000/m; Calculating
Big Pipe Pile stake top corner is 0.00176 radian; Supposing that the contact surface diameter that rotate on the stake top is 0.5m, is 0.00044m by the rigidity contact computation stake top amount of raising then.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 the numerical value contrast can know that the vertical relative settlement between framed bent can be ignored when a top subregion adopted different articulated structures.
Because when the connection flexural strength on hinged pile top is not more than pile body permission moment of flexure; The connection flexural strength on stake top is favourable to structure stress; Be actually a kind of safety and reserve, 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.
Though 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.
When adopting novel articulated structure requirement construction to lay prefabricated beam in length and breadth, can not remove bottom support.More than show 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 the foregoing description and the manual just explains principle of the present invention; Under the prerequisite that does not break away from spirit and scope of the invention, the present invention also has various changes and modifications, and these variations and improvement all fall in the scope of the invention that requires protection.The present invention requires protection domain to be defined by appending claims and equivalent thereof.
Claims (6)
1. long piled wharf stake crown hinge access node structure is characterized in that, said stake crown hinge access node structure comprises:
Base arrangement; Said base arrangement comprises template (014), template extension muscle (012) and annular bottom plate (011); Said template is hung muscle (012) one end and is welded on below the annular bottom plate (011), and other end fixed form (014), said annular bottom plate (011) are placed on the end face of stake (061);
Reinforcing cage (023); Said reinforcing cage (023) passes annular bottom plate (011); And extend in the stake; Tension master's muscle (021) on the said reinforcing cage (023) is provided with sliding layer (022) near contact surface, the length that hypomere is not provided with sliding layer on the reinforcing cage tension master muscle need satisfy the anchorage length of steel bar requirement;
Shearing resistance steel pipe (031), said shearing resistance steel pipe (031) is set on the reinforcing cage (023), and the bottom is stretched in the stake, and said shearing resistance steel pipe outer setting has sliding layer;
Middle plate (041), said middle plate (041) is annular, is placed on the annular bottom plate (011), and said middle plate top surface outward flange is a slope (042), and satisfied of the gradient on said slope is pushed up a required corner requirement, and said middle plate outer void district is filled with flexible corrosion protection filler (063);
Top board (051), said 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 the top board;
Side flexible corrosion protection layer (064), the scope that is provided with is from the stake lateral surface of said top board (051) end face to base plate (011).
2. long piled wharf stake crown hinge access node structure according to claim 1 is characterized in that, said annular bottom plate (011) adopts 20 manganese steel materials to process, 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. long piled wharf stake crown hinge access node structure according to claim 1; It is characterized in that; Said 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 satisfy the stake top requires and the maximal bending moment that produces should be less than the permission bending resistance value of pile body.
4. long piled wharf stake crown hinge access node structure according to claim 1 is characterized in that, said shearing resistance steel pipe adopts thick-walled seamless steel pipes, and thickness is not less than 30mm.
5. long piled wharf stake crown hinge access node structure according to claim 1; It is characterized in that, said in plate can adopt material such as 20 manganese steel to process, thickness is 20～40mm; The internal diameter of middle plate is than the big 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. according to claim 1 or 11 described long piled wharf stake crown hinge access node structures; It is characterized in that said top board can adopt 20 manganese steel materials to process, be not less than 20mm with the top plate thickness of middle plate contact range; Internal diameter should be than the external diameter of shearing resistance steel pipe big 1～2mm, external diameter is with the stake footpath.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105839589A (en) * | 2016-05-27 | 2016-08-10 | 中交第航务工程局有限公司 | Component assembly-type roll-on berth structure and assembly method |
| JP7307670B2 (en) | 2019-05-22 | 2023-07-12 | 五洋建設株式会社 | Pile column head joint structure and joint method |
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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 |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105839589A (en) * | 2016-05-27 | 2016-08-10 | 中交第航务工程局有限公司 | Component assembly-type roll-on berth structure and assembly method |
| CN105839589B (en) * | 2016-05-27 | 2018-05-04 | 中交第一航务工程局有限公司 | A kind of component assembled roll-on berth structure and installation method |
| JP7307670B2 (en) | 2019-05-22 | 2023-07-12 | 五洋建設株式会社 | Pile column head joint structure and joint method |
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|---|---|
| CN102518080B (en) | 2013-11-13 |
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