CN204112355U - A kind of caisson composite foundation with suction type apron shell and varied rigid link stake - Google Patents
A kind of caisson composite foundation with suction type apron shell and varied rigid link stake Download PDFInfo
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- CN204112355U CN204112355U CN201420412058.2U CN201420412058U CN204112355U CN 204112355 U CN204112355 U CN 204112355U CN 201420412058 U CN201420412058 U CN 201420412058U CN 204112355 U CN204112355 U CN 204112355U
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Abstract
The utility model discloses a kind of caisson composite foundation with suction type apron shell and varied rigid link stake, this caisson composite foundation comprises caisson, suction type apron shell, half rigidity fill up layer and preformed pile.Suction type apron shell has multiple, and its top is fixed in border bottom caisson; Half rigidity fill up layer to be formed under caisson and with caisson bottom directly make contact to and be integrated; Preformed pile has many, and its top is fixed in half rigidity fill up layer inside and becomes to be integrated with half rigidity fill up layer, and its bottom extends to ground depths.The caisson composite foundation of what the utility model provided have suction type apron shell and varied rigid link stake, its vertical applied force is born primarily of a clump of piles, horizontal force is born primarily of suction type apron shell, and then make composite foundation level, vertical, bending resistance and anti-torsion stress performance good, protection against erosion performance is strong, and economy is excellent.
Description
Technical field
The utility model belongs to bridge technology field, is specifically related to a kind of caisson composite foundation with suction type apron shell and varied rigid link stake.
Background technology
Along with bridge construction moves towards off-lying sea from inland, the construction conditions such as deep water, soft base, high wind, torrent, wave, macroseism are more complicated.Oversea bridge basis is often positioned at profundal zone, there is weak soil, sand, cohesive soil, the native thick-covering replaced of broken (ovum) stone, and also may be distributed with uneven soft (firmly) interlayer in covering layer; To the foundation of main pylon of long span stayed-cable bridge and suspension bridge, except bearing huge vertical force, also subject wave force, seismic forces, ship hit the levels such as power to load action.Above-mentioned construction condition to Oversea bridge deepwater foundation construction process, operation stage be proposed high requirement.
Deep water foundation structural shape conventional at present has multi-column pier foundation, open caisson foundation, laying foundation and composite foundation etc.
Multi-column pier foundation can pass deep covering layer, upper load is passed to the good bearing stratum in soil layer depths, has larger vertical bearing capacity.But along with the increase of the depth of water, the difficulty of construction in multi-column pier foundation cofferdam increases, and the drift increase of stake causes opposing horizontal force ability to decline, and is difficult to meet horizontal rigidity requirement.
Although open caisson foundation and laying foundation can be conducive to solving the difficult problems such as drift is excessive of the setting up of Pile Installation Platform, stake.But can open caisson self sink closely related with geological conditions smoothly, exist in hard interbedded layer or the stronger stratum of cementing properties in Site Soil local and be difficult to effective sinking.Laying foundation good integrity, is beneficial to offshore construction, if but bearing stratum is thick soft overburden time, then need very large basic scale, and Foundation displacement is comparatively large, needs to take measures to improve foundation stiffness.
The caisson composite foundation of preformed pile consolidated subsoil is a kind of novel bridge foundation pattern.But after consolidated subsoil, the dish of foundation settlement in " center is large, edge is little " distributes, and causes caisson internal stress to increase, underwater concrete cracks is controlled to bring adverse effect.And, the vertical bearing capacity of caisson can be improved by preformed pile consolidated subsoil, but limited to the raising of Its ultimate bearing capacity.
Obtain in the offshore wind farm engineering of skirt type basis on soft foundation, offshore platform engineering and apply comparatively widely.Rely on the negative pressure in group cylinder to be pressed in soil by basis, basis has stronger level and bending resistance, antitorque supporting capacity, but the vertical bearing capacity on basis is limited, vertical deformation is larger.
Therefore, in the face of the construction condition of off-lying sea complexity, good in the urgent need to researching and developing vertical, level, bending resistance and anti-torsion stress performance, protection against erosion performance is strong, the novel bridge deep water foundation that economy is excellent.
Utility model content
(1) technical problem that will solve
In view of this, main purpose of the present utility model is to provide a kind of caisson composite foundation with suction type apron shell and varied rigid link stake, to solve bridge foundation construction difficulty under deep water thick-covering condition, reach and effectively improve the vertical of basis and the level object to supporting capacity, control foundation settlement and horizontal movement.
(2) technical scheme
For achieving the above object, the utility model provides a kind of caisson composite foundation with suction type apron shell and varied rigid link stake, this caisson composite foundation comprises caisson 1, suction type apron shell 2, half rigidity fill up layer 3 and preformed pile 4, wherein: suction type apron shell 2 has multiple, its top is fixed in border bottom caisson 1; Half rigidity fill up layer 3 to be formed under caisson 1 and with caisson 1 bottom directly make contact to and be integrated; Preformed pile 4 has many, and its top is fixed in half rigidity fill up layer 3 inside and is integrated with half rigidity fill up layer 3 one-tenth, and its bottom extends to ground depths.
In such scheme, described caisson 1 comprises top board 5, base plate 6, exterior panel 7, inside panel 8 and cavity 9, and the base plate 6 of caisson 1 is reserved with suction eye holds concurrently injected hole 10, wherein, the size of the top board 5 of caisson 1 is less than the size of base plate 6, and the vertical section of its centerline is up-small and down-big isosceles trapezoid or the structure of falling T-shape.The cross section of described caisson 1 is circle, nose circle shape or chamfering rectangle, and the material of described caisson 1 is steel concrete, steel-shelled concrete or prestressed reinforced concrete.
In such scheme, described suction type apron shell 2 is made up of outer skirt 11, inner skirt 12 and cylinder rib 13, and its end face is fixed on the border of caisson 1 base plate 6 bottom, forms multiple apron shells that end face is closed, us is opened in bottom surface, plane is closed.Thickness t2=0.2 ~ the 2m of the height h=3 ~ 12m of described suction type apron shell 2, the thickness t=0.2 ~ 3m of outer skirt 11, the thickness t1=0.2 ~ 2m of inner skirt 12 and cylinder rib 13; To bury sinking for ease of suction type apron shell 2, the bottom of outer skirt 11, inner skirt 12 and cylinder rib 13 is provided with sword pin; The material of described suction type apron shell 2 is steel, steel concrete or steel-shelled concrete.
In such scheme, described half rigidity fill up layer 3 comprises layer of sand 14 and graded broken stone layer 15, and graded broken stone layer 15 is formed on layer of sand 14.The forming process of half rigidity fill up layer 3 is as follows: before caisson 1 sinking, first lay layer of sand 14, then the preformed pile 4 establishing many to arrange at a certain distance is beaten with underwater hydraulic, lay graded broken stone layer 15 on this basis, until caisson 1 sink in place after cement paste flow into the bottom of caisson 1 by the suction eye that caisson 1 base plate 6 is reserved injected hole 10 of holding concurrently, cement paste is impregnated in graded broken stone layer 15 and layer of sand 14, makes graded broken stone layer 15 and layer of sand 14 form half rigidity fill up layer 3 after cement slurry sets; Described preformed pile 4 forms varied rigid link by half rigidity fill up layer 3 and caisson 1.
In such scheme, 0.5 ~ 1 times of region of graded broken stone layer 15 thickness t3 is inserted at the top of described preformed pile 4; Thickness t3=1 ~ the 2m of graded broken stone layer 15, selects the graded broken stone of particle diameter d1=0.02 ~ 0.10m; Thickness t4=0.5 ~ the 1m of layer of sand 14, selects the coarse sand of particle diameter d2=0.0005 ~ 0.005m; Preformed pile 4 be arranged in inner skirt 12 around the vertical core force area of structure, select steel pipe pile, PHC stake, concrete pile or box hat thin-walled cylinder pile; Wherein, stake footpath Φ=1 ~ 3m, the long L=20 ~ 50m of stake, pile center are apart from S=3 Φ ~ 6 Φ, and outermost arranges the minimum clear distance D=2m of preformed pile 4 and inner skirt 12.
In such scheme, in order to more effectively play the vertical bearing capacity of preformed pile 4, strengthen the connection of preformed pile 4 and graded broken stone layer 15, the top of preformed pile 4 is provided with pile cover 16, pile cover 16 top is provided with armful section of beating 17 be convenient to pile monkey clamping and set, and the diameter of pile cover 16 is 1.2 ~ 1.5 times of preformed pile 4 diameter.
In such scheme, the subregion that the sinking construction of described caisson 1 adopts the synchronous water filling ballast of multi-region in caisson 1 central cavity 9 and the multi-region in border suction type apron shell 2 synchronously to draw water and forms negative pressure is symmetrical, the sinking construction control technology of synchronization implementation; The sinking control criterion of described caisson 1 is plan-position deviation δ≤50cm, gradient α≤1/100, torsion angle≤1 °.
(3) beneficial effect
As can be seen from technique scheme, the utility model has following beneficial effect:
The caisson composite foundation of what 1, the utility model provided have suction type apron shell and varied rigid link stake, by the suction type apron shell in press-in foundation soil, when making basis by horizontal force action, failure mechanics moves down to deep soil, thus effectively can resist construction period and the operation strong wind of phase, the horizontal force such as wave, ocean current, ship hit, significantly can improve resistant slide and the resistance to capsizing on basis, and effectively can improve erosion resistibility.
The caisson composite foundation of what 2, the utility model provided have suction type apron shell and varied rigid link stake, by graded broken stone layer and the layer of sand formation half rigidity fill up layer of water leaking-in mud, make to form varied rigid link between preformed pile and caisson, effective transmission that is vertical and horizontal loading can be realized, avoid the problem of stake and caisson junction destructible under severe earthquake action simultaneously.
The caisson composite foundation of what 3, the utility model provided have suction type apron shell and varied rigid link stake, by suction type apron shell and preformed pile to the reinforcing of ground, and by injecting the half rigidity fill up layer that cement paste makes graded broken stone layer and layer of sand be formed, the differential settlement of caisson can be effectively reduced, thus effectively can solve the stressed problem that Bottom plate of sinkbox causes due to relative settlement.
The caisson composite foundation of what 4, the utility model provided have suction type apron shell and varied rigid link stake, the subregion that adopting in caisson central cavity draws water in water filling ballast and border suction type apron shell forms negative pressure is symmetrical, the sinking construction control technology of synchronization implementation, realize caisson steadily to sink, the control accuracy of caisson sinking can be ensured.
Accompanying drawing explanation
The elevational schematic view with the caisson composite foundation of suction type apron shell and varied rigid link stake that Fig. 1 provides for the utility model.
The caisson bottom profile schematic diagram with the caisson composite foundation of suction type apron shell and varied rigid link stake that Fig. 2 provides for the utility model.
The preformed pile of caisson composite foundation with suction type apron shell and varied rigid link stake that Fig. 3 provides for the utility model and the connection diagram of half rigidity fill up layer.
The pile crown organigram with the preformed pile of the caisson composite foundation of suction type apron shell and varied rigid link stake that Fig. 4 a and Fig. 4 b provides for the utility model.
The sinking with the caisson composite foundation of suction type apron shell and varied rigid link stake that Fig. 5 a and Fig. 5 b provides for the utility model controls schematic diagram.
Reference numeral: caisson 1; Suction type apron shell 2; Half rigidity fill up layer 3; Preformed pile 4; Top board 5; Base plate 6; Exterior panel 7; Inside panel 8; Cavity 9; Suction eye is held concurrently injected hole 10; Outer skirt 11; Inner skirt 12; Cylinder rib 13; Layer of sand 14; Graded broken stone layer 15; Pile cover 16; Embrace the section of beating 17.
Detailed description of the invention
For making the purpose of this utility model, technical scheme and advantage clearly understand, below in conjunction with specific embodiment, and with reference to accompanying drawing, the utility model is further described.
As shown in Figure 1 and Figure 2, the utility model provides a kind of for the caisson composite foundation with suction type apron shell and varied rigid link stake in deep water, thick-covering ground, and this caisson composite foundation comprises: caisson 1, suction type apron shell 2, half rigidity fill up layer 3 and preformed pile 4; Wherein, suction type apron shell 2 has multiple, and its top is fixed in border bottom caisson 1; Half rigidity fill up layer 3 to be formed under caisson 1 and with caisson 1 bottom directly make contact to and be integrated; Preformed pile 4 has many, and its top is fixed in half rigidity fill up layer 3 inside and is integrated with half rigidity fill up layer 3 one-tenth, and its bottom extends to ground depths.
As shown in Figure 1, caisson 1 comprises top board 5, base plate 6, exterior panel 7, inside panel 8 and cavity 9, and the base plate 6 of caisson is reserved with suction eye holds concurrently injected hole 10, and wherein, the cross section of caisson 1 is the shape such as circular, nose circle shape or chamfering rectangle.The size of the top board 5 of caisson 1 is less than the size of base plate 6, and the vertical section of its centerline is up-small and down-big isosceles trapezoid or the structure of falling T-shape.The material of caisson 1 can be steel concrete, steel-shelled concrete or prestressed reinforced concrete etc.
As shown in Figure 2, suction type apron shell 2 is made up of outer skirt 11, inner skirt 12 and cylinder rib 13, and its end face is fixed on the border of caisson 1 base plate 6 bottom, forms multiple apron shells that end face is closed, us is opened in bottom surface, plane is closed.Height h=3 ~ the 12m of suction type apron shell 2, thickness t2=0.2 ~ the 2m of the thickness t=0.2 ~ 3m of outer skirt 11, the thickness t1=0.2 ~ 2m of inner skirt 12 and cylinder rib 13, the size of suction type apron shell 2 is prefabricated according to caisson 1, transportation by driving, sinking control, structure stress and scour protection etc. require to determine; To bury sinking for ease of suction type apron shell 2, the bottom of outer skirt 11, inner skirt 12 and cylinder rib 13 is provided with sword pin.The material of suction type apron shell 2 can be steel, steel concrete or steel-shelled concrete etc.
As shown in Figure 3, Figure 4, half rigidity fill up layer 3 comprises layer of sand 14 and graded broken stone layer 15, and graded broken stone layer 15 is formed on layer of sand 14.The forming process of half rigidity fill up layer 3 is: before caisson 1 sinking, first lay layer of sand 14, then the preformed pile 4 establishing many to arrange at a certain distance is beaten with underwater hydraulic, lay graded broken stone layer 15 on this basis, until caisson 1 sink in place after cement paste flow into the bottom of caisson 1 by the suction eye that caisson 1 base plate 6 is reserved injected hole 10 of holding concurrently, cement paste is impregnated in graded broken stone layer 15 and layer of sand 14, makes graded broken stone layer 15 and layer of sand 14 form half rigidity fill up layer 3 after cement slurry sets.Preformed pile 4 forms varied rigid link by half rigidity fill up layer 3 and caisson 1.0.5 ~ 1 times of region of graded broken stone layer 15 thickness t3 is inserted at the top of preformed pile 4.Thickness t3=1 ~ the 2m of graded broken stone layer 15, can select the graded broken stone of particle diameter d1=0.02 ~ 0.10m.Thickness t4=0.5 ~ the 1m of layer of sand 14, can select the coarse sand of particle diameter d2=0.0005 ~ 0.005m.Preformed pile 4 be arranged in inner skirt 12 around the vertical core force area of structure, it can select steel pipe pile, PHC stake, concrete pile or box hat thin-walled cylinder pile; Stake Φ=1, footpath ~ 3m, the long L=20 ~ 50m of stake, pile center are apart from S=3 Φ ~ 6 Φ, and outermost arranges the minimum clear distance D=2m of preformed pile 4 and inner skirt 12.In order to more effectively play the vertical bearing capacity of preformed pile 4, strengthen the connection of preformed pile 4 and graded broken stone layer 15, the top of preformed pile 4 is provided with pile cover 16, pile cover 16 top is provided with armful section of beating 17 be convenient to pile monkey clamping and set, the diameter of pile cover 16 is 1.2 ~ 1.5 times of preformed pile 4 diameter, i.e. diameter of phi 1=1.2 Φ ~ 1.5 Φ of pile cover 16.
As shown in figure 5 a and 5b, the sinking construction of caisson 1, utilize the deadweight P0 of caisson, adopt in caisson 1 central cavity 9 1., 2., 3., the 4. synchronous water filling ballast in district P1 and P2, and synchronously drawing water in I, II, III district bottom caisson 1 in border suction type apron shell 2, the subregion that forms negative pressure P3 is symmetrical, the sinking construction control technology of synchronization implementation, realize caisson 1 steadily to sink, ensure the control accuracy that caisson 1 sinks and construction safety.The sinking control criterion of caisson 1 is plan-position deviation δ≤50cm, gradient α≤1/100, torsion angle≤1 °.
Caisson 1 sink in place after, bottom caisson 1, inject cement paste by suction eye injected hole 10 of holding concurrently, cement paste is the cement mortar of super-high fluidity, microdilatancy, and its 28d intensity reaches more than 8MPa.Cement paste is impregnated into graded broken stone layer 15, layer of sand 14, makes graded broken stone layer 15 and layer of sand 14 form half rigidity fill up layer 3 after cement slurry sets.Preformed pile 4 forms varied rigid link by half rigidity fill up layer 3 and caisson 1.
The caisson composite foundation of what the utility model provided have suction type apron shell and varied rigid link stake, its vertical applied force is born primarily of a clump of piles, horizontal force is born primarily of suction type apron shell, and then make composite foundation level, vertical, bending resistance and anti-torsion stress performance good, protection against erosion performance is strong, and economy is excellent.
Above-described specific embodiment; the purpose of this utility model, technical scheme and beneficial effect are further described; be understood that; the foregoing is only specific embodiment of the utility model; be not limited to the utility model; all within spirit of the present utility model and principle, any amendment made, equivalent replacement, improvement etc., all should be included within protection domain of the present utility model.
Claims (8)
1. one kind has the caisson composite foundation of suction type apron shell and varied rigid link stake, it is characterized in that, this caisson composite foundation comprises caisson (1), suction type apron shell (2), half rigidity fill up layer (3) and preformed pile (4), wherein:
Suction type apron shell (2) has multiple, and its top is fixed in border, caisson (1) bottom;
Half rigidity fill up layer (3) to be formed under caisson (1) and directly to make contact to caisson (1) bottom and is integrated;
Preformed pile (4) has many, and its top is fixed in half rigidity fill up layer (3) inside and becomes to be integrated with half rigidity fill up layer (3), and its bottom extends to ground depths.
2. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 1, it is characterized in that, described caisson (1) comprises top board (5), base plate (6), exterior panel (7), inside panel (8) and cavity (9), and the base plate (6) of caisson (1) is reserved with suction eye holds concurrently injected hole (10), wherein, the size of the top board (5) of caisson (1) is less than the size of base plate (6), and the vertical section of its centerline is up-small and down-big isosceles trapezoid or the structure of falling T-shape.
3. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 2, it is characterized in that, the cross section of described caisson (1) is circle, nose circle shape or chamfering rectangle, and the material of described caisson (1) is steel concrete, steel-shelled concrete or prestressed reinforced concrete.
4. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 1, it is characterized in that, described suction type apron shell (2) is made up of outer skirt (11), inner skirt (12) and cylinder rib (13), its end face is fixed on the border of caisson (1) base plate (6) bottom, forms multiple apron shells that end face is closed, bottom surface opens wide, plane is closed.
5. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 4, it is characterized in that, thickness t2=0.2 ~ the 2m of the height h=3 ~ 12m of described suction type apron shell (2), the thickness t=0.2 ~ 3m of outer skirt (11), the thickness t1=0.2 ~ 2m of inner skirt (12) and cylinder rib (13); To bury sinking for ease of suction type apron shell (2), the bottom of outer skirt (11), inner skirt (12) and cylinder rib (13) is provided with sword pin; The material of described suction type apron shell (2) is steel, steel concrete or steel-shelled concrete.
6. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 1, it is characterized in that, described half rigidity fill up layer (3) comprises layer of sand (14) and graded broken stone layer (15), and graded broken stone layer (15) is formed on layer of sand (14).
7. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 1, is characterized in that, 0.5 ~ 1 times of region of graded broken stone layer (15) thickness t3 is inserted at the top of described preformed pile (4);
Thickness t3=1 ~ the 2m of graded broken stone layer (15), selects the graded broken stone of particle diameter d1=0.02 ~ 0.10m;
Thickness t4=0.5 ~ the 1m of layer of sand (14), selects the coarse sand of particle diameter d2=0.0005 ~ 0.005m;
Preformed pile (4) be arranged in inner skirt (12) around the vertical core force area of structure, select steel pipe pile, PHC stake, concrete pile or box hat thin-walled cylinder pile; Wherein, stake footpath Φ=1 ~ 3m, the long L=20 ~ 50m of stake, pile center are apart from S=3 Φ ~ 6 Φ, and outermost arranges the minimum clear distance D=2m of preformed pile (4) and inner skirt (12).
8. the caisson composite foundation with suction type apron shell and varied rigid link stake according to claim 7, it is characterized in that, in order to more effectively play the vertical bearing capacity of preformed pile (4), strengthen the connection of preformed pile (4) and graded broken stone layer (15), the top of preformed pile (4) is provided with pile cover (16), pile cover (16) top is provided with armful section of beating (17) be convenient to pile monkey clamping and set, and the diameter of pile cover (16) is 1.2 ~ 1.5 times of preformed pile (4) diameter.
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| CN201420412058.2U CN204112355U (en) | 2014-07-24 | 2014-07-24 | A kind of caisson composite foundation with suction type apron shell and varied rigid link stake |
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| CN201420412058.2U CN204112355U (en) | 2014-07-24 | 2014-07-24 | A kind of caisson composite foundation with suction type apron shell and varied rigid link stake |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104141316A (en) * | 2014-07-24 | 2014-11-12 | 中交公路长大桥建设国家工程研究中心有限公司 | Caisson composite foundation provided with suction type apron shells and semi-rigid connection piles |
| CN110106907A (en) * | 2019-05-10 | 2019-08-09 | 东南大学 | A kind of suction caisson foundation and cement mixing method reinforce association |
| CN110878547A (en) * | 2019-11-01 | 2020-03-13 | 天津大学 | Suction bucket and round caisson integral prefabricated offshore wharf |
-
2014
- 2014-07-24 CN CN201420412058.2U patent/CN204112355U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104141316A (en) * | 2014-07-24 | 2014-11-12 | 中交公路长大桥建设国家工程研究中心有限公司 | Caisson composite foundation provided with suction type apron shells and semi-rigid connection piles |
| CN104141316B (en) * | 2014-07-24 | 2016-06-29 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of caisson composite foundation with suction type apron shell and varied rigid link stake |
| CN110106907A (en) * | 2019-05-10 | 2019-08-09 | 东南大学 | A kind of suction caisson foundation and cement mixing method reinforce association |
| CN110878547A (en) * | 2019-11-01 | 2020-03-13 | 天津大学 | Suction bucket and round caisson integral prefabricated offshore wharf |
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