CN203256681U - Frame-wall pile type wharf - Google Patents
Frame-wall pile type wharf Download PDFInfo
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- CN203256681U CN203256681U CN 201320288863 CN201320288863U CN203256681U CN 203256681 U CN203256681 U CN 203256681U CN 201320288863 CN201320288863 CN 201320288863 CN 201320288863 U CN201320288863 U CN 201320288863U CN 203256681 U CN203256681 U CN 203256681U
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Abstract
The utility model relates to a frame-wall pile type wharf. The frame-wall pile type wharf comprises a wharf surface layer, a pile foundation, a skirt board and backfill and is characterized in that the pile foundation adopts a wall pile frame structure, the wall pile frame structure comprises a square frame and a wall pile, a plurality of wall pile holes are respectively formed in the front and rear side walls of the square frame along the longitudinal direction of the square frame, a plurality of prefabricated wall piles penetrate through the wall pile holes, wall pile holes are also formed in the left wall and the right wall of the vertical side wall of the square frame, supporting piles penetrate through the wall pile holes, the square frame is arranged at the upper parts of the wall piles, and the skirt board used for stopping mud and sands is arranged at the outer side or the inner side of the wall piles at the upstream side below the square frame. The frame-wall pile type wharf has the beneficial effects of strong adaptability, high component prefabrication degree and convenience in construction of the traditional sheet pile type and high pile type wharfs and also overcomes the defects of poor durability and low carrying capacity of the traditional plate pile type and high pile type wharfs.
Description
Technical field
The utility model belongs to hydraulic structure, relates in particular to a kind of frame wall Picket wharf.
Background technology
The main feature of hydraulic structure is to be subjected to the natural conditions restriction many, condition of work is complicated, and difficulty of construction is large, so being chosen in when satisfying the engineering instructions for use of its form of structure, also must consider the applicability to the engineering ground environment, the convenience of construction and economy.The hydraulic structure of traditional structure form has the advantage that structural reliability is good, construction technology is ripe, but it has many limiting factors in actual use.
At present, take dock structure as example, its traditional structure form mainly is divided into three kinds: sheet pile formula, gravity and high stake formula.
Sheet pile formula harbour relies on the bury side direction earth resistance of part and the anchorage structure that is placed in harbour top of sheet pile to keep the stability of its integral body.That this form of structure has is simple in structure, easy construction, excavation and filling side is few, cost is lower, to advantages such as complex foundation strong adaptabilities, in harbour and hydraulic engineering, have a wide range of applications.But because sheet-pile wharf exists structural integrity and durability is relatively poor, the shortcoming that bearing load is less is so usually only be used for middle-size and small-size harbour.
Gravity type quay rely on structure itself with and the weight of top filler keep its antiskid and stability against overturning under various operating modes.This form of structure has good endurance, technology maturation, can bear the advantage of larger ship load and quay surface load.The shortcoming of this form of structure is that the sandstone material consumption is large, and dead load is large, and is high to the ground conditional request.
High Picket wharf will act on load on the harbour and external force by the stake platform and distribute to foundation pile and reach in the ground.This structure has from high, little to the ambient influnence advantage of heavy and light, prefabricated degree, but durability is relatively poor, and the adaptive capacity of load is weaker than gravity and sheet pile formula.Long piled wharf has a wide range of applications in the softer harbour of China coast ground.High Picket wharf surface layer and pile foundation all surface, and are subjected to Lidar Equation large, and durability degree is relatively poor, only depend on the pile foundation carrying, and be just very weak in ability.
Application number: 200820074231.7 disclose a kind of separate unloading type sheet pile bulkhead structure, this structure includes front wall, anchorage wall, anchorage pull bar, at the rear of described front wall the off-load cushion cap is set, below the off-load cushion cap, be connected with passive stake, coupled together by the anchorage pull bar between described front wall, off-load cushion cap and the anchorage wall or front wall and off-load cushion cap between reach between off-load cushion cap and the anchorage wall and coupled together by the anchorage pull bar.The effect of this utility model is the soil pressure that this sheet pile structure can reduce to act on the front wall of harbour effectively.But the vertical bearing capacity of this utility model is still lower, can't bear larger harbour cargo load.
Application number: 201020680301.0 disclose a kind of dock structure with skid resistant plates, and by wall body block, breastwork, skid resistant plates, bedding, ground, media assemblage, wall body block can adopt caisson, also can adopt counterfort or closed square.Skid resistant plates be arranged on wall body block below, be connected to form integral body with wall body block by reinforcing bar.Skid resistant plates can adopt builds reinforced concrete structure, is embedded in the bedding or is embedded in bedding and the ground.Skid resistant plates also can adopt prefabricated reinforced concrete structure, is embedded in the bedding or is embedded in bedding and the ground.This utility model arranges skid resistant plates under harbour wall body, can bring into play the antiskid effect of skid resistant plates, improves the stability against sliding of harbour, reduces the displacement of harbour, improves the result of use of harbour.But it is high that this utility model requires foundation capability, is not suitable for the area of mud soft soil foundation.
Application number: 201120044507.9 disclose a kind of complete straight stake dock structure is comprised of pile foundation, superstructure, syndeton, bank slope structure and ground.Dock structure arranges syndeton pile foundation and superstructure is connected to form integral body, and syndeton is comprised of grade beam, column, strut, and the grade beam of syndeton is arranged on below the operating period waterline.The grade beam of syndeton, column, strut can adopt concrete structure, also can adopt steel work.Grade beam can adopt girder construction, also can adopt suspended deck structure.Dock structure is constructed under anhydrous condition, and discharging water after construction is finished forms harbour and basin.This utility model reduces the drift of pile foundation, improves horizontal resist forces and the rigidity of dock structure.But this utility model still exists the low shortcoming of poor durability, supporting capacity of traditional high Picket wharf.
The harbour hydraulic structure is gradually to maximization, deep water development at present, and site condition is complicated all the more, and difficulty of construction strengthens, and the traditional structure form can not engineering demands.Therefore adapting to more, the developmental research of the novel water conservancy project fabric structure of complex conditions just becomes very urgent.
The utility model content
The utility model is in order to overcome deficiency of the prior art, a kind of frame wall Picket wharf to be provided, and the advantage of board Picket wharf and gravity type quay has the ground strong adaptability, especially is fit to China coast muddy foundation seashore; Can bear the advantages such as larger ship load and ground load, durability is high, the sandstone material consumption is few.
The utility model for achieving the above object, be achieved through the following technical solutions, a kind of frame wall Picket wharf, comprise Wharf Surface, pile foundation, skirtboard and backfill, it is characterized in that: described pile foundation adopts the wall pile frame construction, described wall pile frame construction comprises quadra and wall stake, the two side vertically is provided with some wall stakes hole along it before and after the described quadra, run through some prefabricated wall stakes in the described wall stake hole, the left and right sides wall of described quadra vertical sidewall also is provided with wall stake hole, the wall stake is penetrated with supporting pile in the hole, described quadra places wall stake top, the wall stake outside or the inboard of the side that meets water below the described quadra are provided with the skirtboard that stops silt particle, and described quadra inside is equipped with backfill, and described quadra upper surface is laid Wharf Surface.
Described quadra adopts precast concrete framework or metal framework.
Described wall stake top cast-in-situ concrete breastwork and cap make wall stake and quadra consist of whole hydraulic structure structure.
Concrete pile, prestressed concrete pile or steel pipe pile are adopted in described wall stake, and its cross sectional shape is circular, square or oval.
Described quadra comprises nose girder, crossbeam, linking beam and column, described nose girder and linking beam consist of square frame, square frame consists of integral prefabricated concrete frame by column up and down, vertically be provided with some wall stakes hole along it on the described nose girder, the described column side of being provided with platform, square platform are provided with the wall stake hole of running through supporting pile.
Described linking beam adopts plain bars, or presstressed reinforcing steel, and described linking beam plays the effect of drawknot front and rear row wall stake.
Described quadra length and width range are 5m-40m.
Described concrete breastwork upper surface is shaped with in advance mooring dolphin and protects the wheel bank.
Described concrete breastwork sidewall is provided with fender.
Described skirtboard adopts precast concrete plank or geomembrane enveloped concrete.
Beneficial effect: the frame wall Picket wharf has that traditional sheet pile formula and high Picket wharf ground strong adaptability, element precast degree are high, the advantage of easy construction, has overcome simultaneously sheet pile formula and high stake formula poor durability, shortcoming that supporting capacity is low.Frame wall Picket wharf design ground evenly distributed load can reach more than the 100kPa, is far longer than sheet pile formula (10kPa) and high Picket wharf (30～50kPa).Compare with gravity type quay, the wall Picket wharf has that the sandstone consumption is few, the adaptable advantage of ground, can be used for the soft foundation seashore and lacks the Wharf Construction in sand material area, especially is fit to China coast muddy foundation seashore, such as Tianjin, District of Shanghai.Wall pilework harbour can be used for enclosing low bank between fields, bank protection work after revising local structure.
Description of drawings
Fig. 1 is structural representation of the present utility model;
Fig. 2 is the structural representation of wall stake;
Fig. 3 is the structural representation of quadra among Fig. 2;
Fig. 4 is the structural representation that the utility model is used to enclose low bank between fields or bank protection work;
Fig. 5 is the structural internal force calculation schematic diagram;
Fig. 6 is ABAQUS bulk deformation figure;
Fig. 7 is ABAQUS resistance to overturning checking computations figure.
Among the figure: 1, precast concrete framework, 2, the wall stake, 3, cap, 4, breastwork, 5, wall stake hole, 6, nose girder, 7, linking beam, 8, column, 9, Wharf Surface, 10, mooring dolphin, 11, protect the wheel bank, 12, fender, 13, skirtboard 14, backfill, 15, supporting pile.
The specific embodiment
Below in conjunction with preferred embodiment, details are as follows to the specific embodiment that foundation the utility model provides:
See accompanying drawing 1 for details, the utility model provides a kind of frame wall Picket wharf, a kind of frame wall Picket wharf, comprise Wharf Surface 9, skirtboard 13 and backfill 14, Pile Foundation of Wharf adopts the wall pile frame construction, the wall pile frame construction comprises quadra 1 and wall stake 2, the two side vertically is provided with some wall stakes hole 5 along it before and after the quadra, run through some prefabricated wall stakes in the wall stake hole, also be provided with wall stake hole on the left and right sides wall of quadra vertical sidewall, the wall stake is penetrated with supporting pile 15 in the hole, and concrete pile is adopted in the wall stake, prestressed concrete pile or steel pipe pile, its cross sectional shape are circular, square or oval or other odd-shaped cross section.Quadra places wall stake top, the wall stake outside of the side that meets water below the quadra or the inboard skirtboard 13 that stops silt particle that is provided with, and skirtboard adopts precast concrete plank or geomembrane enveloped concrete.Skirtboard can adopt prefabricated or cast-in-place mode to construct, and also plays the effect that prevents that backfill runs off.Quadra inside is equipped with backfill 14, and backfill is sand, slabstone or piece stone etc.Wall pile frame construction top applies Wharf Surface and other terminal enclosure metal elements.Quadra adopts precast concrete framework or metal framework (present embodiment adopts the precast concrete framework).Precast concrete framework and some wall stakes have consisted of Pile Foundation of Wharf, and as the basis of hydraulic structure structure, its sectional dimension and stake be long calculates required bearing capacity according to full scale constructed wetland project design and determine.Wall stake top cast-in-situ concrete breastwork 4 and cap 3 make wall stake and precast concrete framework consist of overall structure.The wall stake is connect by many preformed piles and forms, and the wall pile foundation can provide larger bearing capacity when the foundation soil bearing capacity is low, satisfies the requirement for bearing capacity of engineering.Preformed pile adopts the modes such as hammering, pile vibrosinking or silent piling to construct.Harbour bottom foundation soil takes conventional measure to reinforce, and improves supporting capacity.Measure comprises the injection plastic draining board, changes the methods such as back-up sand soil or sanding stake.Concrete breastwork upper surface is shaped with in advance mooring dolphin 10 and protects wheel bank 11.Concrete breastwork sidewall is provided with fender 12.
Concrete frame middle part can be quantity according to what calculate that needs arrange supporting pile, to improve structure tension performance.
Concrete frame has water permeability, can reduce the effect of construction period wave load.
During wall stake Kong Zaibi pile driving construction, play effect spacing, guiding is carried out in wall stake injection.
Preferred version of the present utility model is, the precast concrete framework consists of square frame by nose girder 6, linking beam 7 and column 8 by nose girder and prestressing force linking beam, and square frame consists of integral prefabricated concrete frame by column more up and down, and described wall stake hole is in advance on nose girder.The quantity of linking beam 7 is 2-4 roots, consists of " mouth " word or " day " font or " order " font square frame with nose girder.Linking beam plays the effect of drawknot front and rear row wall stake.The column side of being provided with platform, square platform are provided with the wall stake hole of running through supporting pile.Linking beam adopts plain bars, or presstressed reinforcing steel, and described linking beam plays the effect of drawknot front and rear row wall stake.Quadra length and width range are 5m-40m, and height is determined according to former mud face, design water level and requirement of engineering.
Concrete frame as the chief component of the utility model structure has multiple action, and the one, connect with the wall stake, make whole frame wall Picket wharf form an integral body; The 2nd, in the framework behind backfill or the sand material, overall structure from great, rigidity is large, can bear larger level and vertical load, increases the stability of structure; The 3rd, framework is provided with reserves a stake hole, the injection of wall stake is carried out spacing, has improved wall pile construction precision.
See Fig. 4 for details, after harbour removal Wharf Surface of the present utility model and other terminal enclosures belong to structure, can be used for enclosing low bank between fields, bank protection work.
Embodiment
As shown in Figure 1, the end face absolute altitude 5m of frame wall Picket wharf, former mud face absolute altitude-1.5m, excavation mud face elevation-4.5m, design high-water 4.3m, design lowest stage 0.5m.The PHC pile tube is adopted in the wall stake, stake footpath 600mm, wall thickness 130mm, the long 23m of stake.The long 15m of precast concrete framework, wide 12.2m, high 4m.This harbour design ground load is 100kPa/m
2
One, geologic information
Geologic parameter is chosen " boundary harbor district Beijing University in Gangdong, Tianjin encloses the engineering geologic investigation of low bank between fields wall " ZK2 boring:
Table 1-1 soil body mechanics index of physics
Two, stake and frame construction internal force calculate
Calculate according to the BZ embedded depth, and in conjunction with soil layer geology carrying condition, by the end elevation of front and back stake all get-20m designs.
2.1BZ structural internal force calculation
Front stake is calculated: (soil is excavated to-4.5m before the stake for the even distributed force of 100kpa, the mooring force of 15kN, native height after the stake+5.0m)
Rear stake is calculated: (even distributed force of 100kpa, displacement deformation is calculated to such an extent that linking beam pull bar power is 102kN/m, 511kN/m after coordinating calculating, native height before the stake, after the stake+5.0m)
2.2ABAQUS structural internal force calculation
Bulk deformation figure: (maximum 0.379m)
2.3 structural mechanics solver structural internal force calculation
Following structural model axis width 13m, forward and backward stake end elevation is-20.0m.According to standard 5.3.5 bar, front stake from-4.5m place, rear stake adds spring from the 2.5m place, the horizontal resist forces coefficient of soil spring is by the calculating of m method and get.Front stake applies active earth pressure by the sheet pile standard, and rear stake is without the soil pressure effect.
2.4 the structural internal force calculation result relatively
(1) internal force comparison of computational results
Table 2-1ABAQUS the model calculation
Table 2-2 structural mechanics solver the model calculation
Table 2-3BZ the model calculation
| ? | Front stake | Rear stake | Upper linking beam | Lower linking beam |
| Moment of flexure maximum value (kN*m) | 363 | 383 | —— | —— |
| Pull bar power maximum value (kN/m) | —— | —— | 102 | 511 |
| Shearing maximum value (kN) | 337 | 313 | ? | ? |
(after displacement deformation coordination calculating, maximum value peak clipping processing)
(2) result of calculation analysis:
Adopt the calculated value of BZ as the internal force standard value.Because the moment of linking beam and shear value are excessive up and down, are adding up and down two pillars between the linking beam, and adopting the structural mechanics solver to recomputate
Select diameter 600mm, the PHC pile tube of wall thickness 130mm.
Diameter 600mm, the PHC pipe pile of the wall thickness 130mm curved Design of Bearing Capacity value of experiencing is 482kN*m to the maximum.
Diameter 600mm, the PHC pipe pile of wall thickness 130mm experience and cut the Design of Bearing Capacity value and be 429kN to the maximum.
Three, resistance to overturning checking computations
(1) BZ resistance to overturning checking computations
Structure is used as embedded depth to be calculated for the whole gravity structure of-20m.Safety factor is 1.7503.
(2) ABAQUS resistance to overturning checking computations
Use the ABAQUS Strength Reduction Method, carry out the resistance to overturning checking computations:
Safety factor 1.106.
The above only is preferred embodiment of the present utility model, is not structure of the present utility model is done any pro forma restriction.Every foundation technical spirit of the present utility model all still belongs in the scope of the technical solution of the utility model any simple modification, equivalent variations and modification that above embodiment does.
Claims (10)
1. frame wall Picket wharf, comprise Wharf Surface, pile foundation, skirtboard and backfill, it is characterized in that: described pile foundation adopts the wall pile frame construction, described wall pile frame construction comprises quadra and wall stake, the two side vertically is provided with some wall stakes hole along it before and after the described quadra, run through some prefabricated wall stakes in the described wall stake hole, the left and right sides wall of described quadra vertical sidewall also is provided with wall stake hole, the wall stake is penetrated with supporting pile in the hole, described quadra places wall stake top, the wall stake outside of the side that meets water below the described quadra or the inboard skirtboard that stops silt particle that is provided with, described quadra inside is equipped with backfill, and described quadra upper surface is laid Wharf Surface.
2. wall Picket wharf according to claim 1 is characterized in that: described quadra employing precast concrete framework or metal framework.
3. wall Picket wharf according to claim 1 and 2, it is characterized in that: described wall stake top cast-in-situ concrete breastwork and cap make wall stake and quadra consist of whole hydraulic structure structure.
4. wall Picket wharf according to claim 3 is characterized in that: concrete pile, prestressed concrete pile or steel pipe pile are adopted in described wall stake, and its cross sectional shape is circular, square or oval.
5. wall Picket wharf according to claim 4, it is characterized in that: described quadra comprises nose girder, crossbeam, linking beam and column, described nose girder and linking beam consist of square frame, square frame consists of integral prefabricated concrete frame by column up and down, vertically be provided with some wall stakes hole along it on the described nose girder, the described column side of being provided with platform, square platform are provided with the wall stake hole of running through supporting pile.
6. wall Picket wharf according to claim 5 is characterized in that: described linking beam adopts plain bars, or presstressed reinforcing steel, and described linking beam plays the effect of drawknot front and rear row wall stake.
7. wall Picket wharf according to claim 5, it is characterized in that: described quadra length and width range are 5m-40m.
8. wall Picket wharf according to claim 3 is characterized in that: described concrete breastwork upper surface is shaped with in advance mooring dolphin and protects the wheel bank.
9. wall Picket wharf according to claim 8, it is characterized in that: described concrete breastwork sidewall is provided with fender.
10. wall Picket wharf according to claim 1 is characterized in that: described skirtboard employing precast concrete plank or geomembrane enveloped concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320288863 CN203256681U (en) | 2013-05-23 | 2013-05-23 | Frame-wall pile type wharf |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320288863 CN203256681U (en) | 2013-05-23 | 2013-05-23 | Frame-wall pile type wharf |
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| CN203256681U true CN203256681U (en) | 2013-10-30 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103255742A (en) * | 2013-05-23 | 2013-08-21 | 天津港航工程有限公司 | Frame wall pile type wharf |
| CN104532787A (en) * | 2015-01-07 | 2015-04-22 | 中船第九设计研究院工程有限公司 | Earth retaining method for rear shore connection of high-pile beam-slab wharf |
| CN104652355A (en) * | 2015-01-12 | 2015-05-27 | 河海大学 | Sheet pile quay wall structure with reinforced rib beams and wave dissipating measures |
| CN105064271A (en) * | 2015-09-08 | 2015-11-18 | 天津港第四港埠有限公司 | Wharf transformation structure and wharf transformation construction method |
| CN107034842A (en) * | 2017-06-09 | 2017-08-11 | 中交第三航务工程勘察设计院有限公司 | A kind of modular assembly formula pile foundation wharfs structural system and its construction method |
-
2013
- 2013-05-23 CN CN 201320288863 patent/CN203256681U/en not_active Withdrawn - After Issue
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103255742A (en) * | 2013-05-23 | 2013-08-21 | 天津港航工程有限公司 | Frame wall pile type wharf |
| CN104532787A (en) * | 2015-01-07 | 2015-04-22 | 中船第九设计研究院工程有限公司 | Earth retaining method for rear shore connection of high-pile beam-slab wharf |
| CN104652355A (en) * | 2015-01-12 | 2015-05-27 | 河海大学 | Sheet pile quay wall structure with reinforced rib beams and wave dissipating measures |
| CN105064271A (en) * | 2015-09-08 | 2015-11-18 | 天津港第四港埠有限公司 | Wharf transformation structure and wharf transformation construction method |
| CN107034842A (en) * | 2017-06-09 | 2017-08-11 | 中交第三航务工程勘察设计院有限公司 | A kind of modular assembly formula pile foundation wharfs structural system and its construction method |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20131030 Effective date of abandoning: 20150909 |
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| RGAV | Abandon patent right to avoid regrant |