CN203639929U - Split open caisson and pile composite anchor foundation - Google Patents
Split open caisson and pile composite anchor foundation Download PDFInfo
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- CN203639929U CN203639929U CN201320580857.6U CN201320580857U CN203639929U CN 203639929 U CN203639929 U CN 203639929U CN 201320580857 U CN201320580857 U CN 201320580857U CN 203639929 U CN203639929 U CN 203639929U
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- open caisson
- caisson
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Abstract
The utility model discloses a split open caisson and pile composite anchor foundation. The split open caisson and pile composite anchor foundation comprises a front open caisson, a rear open caisson, a plurality of steel tie beams, a plurality of steel pipe piles and an anchor body, wherein the steel tie beams are used for connecting the front open caisson with the rear open caisson; the steel pipe piles drilled in a foundation are arranged in shafts of the front open caisson and the rear open caisson; the anchor body is fixedly connected to the front open caisson and the rear open caisson. The front open caisson and the rear open caisson respectively comprises an outer wall plate, a partition wall, a shaft, a top plate, bottoming concrete, a base plate and a fill core; both the front caisson and the rear caisson are reinforced concrete open caissons coated with steel shells; the anchor body comprises a rear anchor chamber, an anchor block, a front anchor chamber, a bulk cable saddle, a bulk cable saddle cross beam and a bulk cable saddle buttress. According to the split open caisson and pile composite anchor foundation disclosed by the utility model, the construction difficulty and the earth-burying depth of the open caissons are reduced; a certain distance is spaced between the two open caissons, so that the capability of resisting moment is improved, the bearing efficiency of the open caissons is increased, the horizontal bearing capacity of the open caissons is effectively improved, the construction cost is reduced and the difficult problem of anchor foundation construction of a large-span bridge in an ocean deep water environment under the soft-soil stratum is solved.
Description
Technical field
The utility model belongs to technical field of bridge construction, is specifically related to a kind of new structure and construction technology thereof of soft foundation Large Span Bridges Anchor Foundation, and particularly a kind of split type open caisson adds a Compound Anchorage basis.
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, the thick-covering that exists weak soil, sand, cohesive soil, broken (ovum) stone soil to replace, and in covering layer, also may be distributed with uneven soft (firmly) interlayer; To large suspension bridge and oblique pull-suspension cable co-operative system bridge across footpath, except bearing huge vertical force, also bearing the huge oblique pulling force that main push-towing rope transmits, the main rope of suspension bridge level of main span 3000m level exceedes 200,000 tons to pulling force, and main push-towing rope anchor point height is high, thereby also increase the additional bending moment of Anchor Foundation end face.
At present conventional deep water soft foundation Anchor Foundation is mainly take open caisson foundation as main, also has and adopts monomer open caisson to add a composite base structure pattern.Analyze as condition take 230,000 tons of horizontal forces that certain straits main span 3000m Analysis of Suspension Bridges ' Anchorage is suffered, as adopted circular open caisson base case, as shown in Figure 1a, the diameter of open caisson need to reach 120m (area of base 11310m
2), and embedded depth will reach 90m, can meet the control of horizontal displacement requirement of superstructure.As cross section type changed into square-section (the area of base 11302m of 120m × 95m
2), as shown in Figure 1 b, embedded depth can be reduced to 66m.Above-mentioned two kinds of pattern open caisson foundations are huge, and cost is high, and are difficult to construction.As single open caisson splitted into two little open caissons, as shown in Fig. 1 c, and separate certain distance, under par displacement control requires, when embedded depth 66m, area of base is reduced to 8025m
2(front open caisson planar dimension 80m × 40m, back open caisson planar dimension 100m × 50m).Concrete amount is effectively reduced.
Fig. 2 is the schematic diagram of circular open caisson base case under par displacement control criterion, rectangular open caisson base case and the comparison of three kinds of open caisson foundation different cross section pattern open caissons of split type open caisson foundation scheme, by finding out the analysis of Fig. 2, the split type open caisson foundation scheme that adopts two open caissons also to connect with steel binder in tandem, with respect to circular open caisson base case and rectangular open caisson base case, have advantages of that embedded depth is shallow, area of base is little, control of horizontal displacement ability is strong.But this split type open caisson foundation scheme basis embedded depth is still darker, and in back open caisson, fills out core height and exceed 70m, weight is large, and under seismic loading, added force of inertia is very large.
For further reducing basic embedded depth, reduce and fill out core concrete thickness, reduce construction costs, a kind of novel open caisson foundation scheme that provides is provided badly.
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 split type open caisson and adds a Compound Anchorage basis, to solve the large span Bridge anchorage infrastructure difficult problem in soft soil layer condition under ocean deepwater environment, reach under par displacement control requirement, effectively reduce the object of open caisson embedded depth, reduction difficulty of construction, minimizing construction costs.
(2) technical scheme
For achieving the above object; the utility model provides a kind of split type open caisson to add a Compound Anchorage basis; this split type open caisson add a Compound Anchorage basis comprise front open caisson 1, back open caisson 2, connect before open caisson and back open caisson multiple steel binders 3, in the pit shaft of front open caisson and back open caisson, be piled at the many steel pipe piles 4 of ground; and be fixed in the anchor body 5 on front open caisson and back open caisson, wherein: front open caisson 1 and back open caisson 2 include exterior panel 6, partition wall 7, pit shaft 8, top board 9, bottom concrete 10, base plate 11 and fill out core 12; Front open caisson 1 and back open caisson 2 are the reinforced concrete open caisson of outsourcing 20～30mm thickness steel casing; Anchor body 5 comprises rear anchor chamber 13, anchor block 14, front anchor chamber 15, loose cable saddle 16, loose cable saddle crossbeam 17, loose cable saddle buttress 18.
In such scheme, the plane form of described front open caisson 1 and back open caisson 2 is box hat reinforced concrete structures of nose circle shape or rounding rectangle, top board 9 thickness t
1=5～10m, bottom concrete 10 thickness t
2=8～14m, base plate 11 thickness t
3=2～5m, exterior panel 6 thickness t
3=1～4m, partition wall 7 thickness t
4=1～2m.
In such scheme, described front open caisson 1 width B
1=20～40m, back open caisson 2 width B
2=20～60m, B
1≤ B
2.The length L of front open caisson 1
1≤ 2B
1, the length L of back open caisson 2
2≤ 2B
2.
In such scheme, the quantity of described steel binder 3 is 1～3, the height t of steel binder 3
5=5～10m, the width B of steel binder 3
3=L
1.
In such scheme, described steel pipe pile 4 is connected with front and back open caisson with base plate 11 by bottom concrete 10, steel pipe pile 4 diameter D
1=1m～3m.
In such scheme, provide anti-pulling capacity by the interior steel pipe pile 4 of back open caisson 2, can reduce the thickness of filling out core 12, the thickness t of filling out core 12 in front open caisson 1
6=5～15m, the thickness t of filling out core 12 in back open caisson 2
7=15～40m.
In such scheme, the loose cable saddle buttress 18 of described anchor body 5 is arranged on front open caisson 1, and the rear anchor chamber 13 of anchor body 5 is placed on back open caisson 2.
(3) beneficial effect
Can find out from technique scheme, the utlity model has following beneficial effect:
1, the split type open caisson that the utility model provides adds a Compound Anchorage basis, by a large open caisson is divided into front open caisson and back open caisson, open caisson construction difficulty and embedded depth are reduced, two open caissons keep at a certain distance away, improve the ability of opposing moment of flexure, open caisson load-carrying efficiency is improved, and has solved the construction difficulty of the Large Span Bridges Anchor Foundation in soft soil layer condition under ocean deepwater environment.
2, the split type open caisson that the utility model provides adds a Compound Anchorage basis, lead to into set steel pipe pile in the pit shaft of two open caissons, further reduced open caisson embedded depth, fill out the thickness requirement of core, the inertia force of whole basis under geological process is effectively reduced, and construction costs is minimized.
3, the split type open caisson that the utility model provides adds a Compound Anchorage basis, bears pressure by steel pipe pile in front open caisson, and in back open caisson, steel pipe pile is born pulling force, has improved the resistivity of moment of flexure.Provide passive earth resistance by open caisson front wall top, front and back, rear wall bottom, given full play to the Its ultimate bearing capacity of the shallow-layer soil body.
Accompanying drawing explanation
Fig. 1 a to Fig. 1 c is the schematic diagram of circular open caisson base case, rectangular open caisson base case and three kinds of open caisson foundation patterns of split type open caisson foundation scheme;
Fig. 2 is the comparison schematic diagram of circular open caisson base case under par displacement control criterion, rectangular open caisson base case and three kinds of different cross section pattern open caisson foundations of split type open caisson foundation scheme;
The split type open caisson that Fig. 3 provides for the utility model adds an elevational schematic view on Compound Anchorage basis;
The split type open caisson that Fig. 4 provides for the utility model adds a floor map on Compound Anchorage basis;
The split type open caisson that Fig. 5 to Figure 12 provides for the utility model adds the construction method schematic diagram on a Compound Anchorage basis;
Figure 13 is the schematic diagram that split type open caisson that split type open caisson of the prior art and the utility model provide adds a composite foundation.
Reference numeral: front open caisson 1; Back open caisson 2; Steel binder 3; Steel pipe pile 4; Anchor body 5; Exterior panel 6, partition wall 7; Pit shaft 8; Top board 9; Bottom concrete 10; Base plate 11; Fill out core 12; Rear anchor chamber 13; Anchor block 14; Front anchor chamber 15; Loose cable saddle 16; Loose cable saddle crossbeam 17; Loose cable saddle buttress 18.
The specific embodiment
For making the purpose of this utility model, technical scheme and advantage clearer, below in conjunction with specific embodiment, and with reference to accompanying drawing, the utility model is further described.
The split type open caisson that the utility model provides adds a Compound Anchorage basis, adopt injection steel pipe pile in split open caisson to form composite foundation scheme, before utilizing, the anti-pulling capacity of the Compressive Bearing Capacity of open caisson bottom pile foundation and back open caisson bottom pile foundation forms couple and resists huge moment of flexure, by open caisson sidewall passive earth pressure and open caisson substrate frictional force opposing horizontal force.
As shown in Figure 3 and Figure 4, the split type open caisson providing for the utility model adds a schematic diagram on Compound Anchorage basis, this split type open caisson add a Compound Anchorage basis comprise front open caisson 1, back open caisson 2, connect before open caisson and back open caisson multiple steel binders 3, in the pit shaft of front open caisson and back open caisson, be piled at the many steel pipe piles 4 of ground, and be fixed in the anchor body 5 on front open caisson and back open caisson.
Wherein, front open caisson 1 and back open caisson 2 include exterior panel 6, partition wall 7, pit shaft 8, top board 9, bottom concrete 10, base plate 11 and fill out core 12 etc.; Front open caisson 1 and back open caisson 2 are the reinforced concrete open caisson of outsourcing 20～30mm thickness steel casing; Anchor body 5 comprises rear anchor chamber 13, anchor block 14, front anchor chamber 15, loose cable saddle 16, loose cable saddle crossbeam 17, loose cable saddle buttress 18 etc.
The plane form of front open caisson 1 and back open caisson 2 can be the box hat reinforced concrete structure of nose circle shape or rounding rectangle, top board 9 thickness t
1=5～10m, bottom concrete 10 thickness t
2=8～14m, base plate 11 thickness t
3=2～5m, exterior panel 6 thickness t
3=1～4m, partition wall 7 thickness t
4=1～2m.
Front open caisson 1 width B
1=20～40m, back open caisson 2 width B
2=20～60m, B
1≤ B
2.The length L of front open caisson 1
1≤ 2B
1, the length L of back open caisson 2
2≤ 2B
2.
The quantity of steel binder 3 is 1～3, the height t of steel binder 3
5=5～10m, the width B of steel binder 3
3=L
1.
Steel pipe pile 4 is connected with front and back open caisson with base plate 11 by bottom concrete 10.Steel pipe pile 4 diameter D
1=1m～3m, and steel pipe pile in front open caisson 14 can be unequal with steel pipe pile 4 diameters in back open caisson 2.
Provide anti-pulling capacity by the interior steel pipe pile 4 of back open caisson 2, can reduce the thickness of filling out core 12.The thickness t of filling out core 12 in front open caisson 1
6=5～15m, the thickness t of filling out core 12 in back open caisson 2
7=15～40m.
The loose cable saddle buttress 18 of anchor body 5 is arranged on front open caisson 1, and the rear anchor chamber 13 of anchor body 5 is placed on back open caisson 2.
Split type open caisson based on shown in Fig. 3 and Fig. 4 adds a Compound Anchorage basis; the utility model also provides this split type open caisson to add a construction method on Compound Anchorage basis; this construction method adopts the front open caisson of the interior prefabricated box hat of earth rock cofferdam and box hat back open caisson on the bank; adopt tugboat that front open caisson and back open caisson transportation by driving are connect to height, to bridge location place positioning sinking; Back open caisson first sinks to putting in place, after front open caisson, sinks to putting in place, in open caisson, drives piles, and cast bottom concrete the dry base plate of building that draws water are filled out core on base plate; Adopt large-scale floating crane lifting steel binder, and open caisson and back open caisson concrete roof before cast are installed under water, anchor chamber, anchor block, front anchor chamber, loose cable saddle crossbeam and loose cable saddle buttress after construction, construction prestress anchoraging system and loose cable saddle, stretch-draw strand, completes scour protection.The concrete steps of this construction method comprise:
(1) prefabricated on the bank: as shown in Figure 5, complete open caisson cofferdam, prefabricated place and draw water, Active workings is reinforced in leveling, in the dry-docking forming respectively prefabricated former and later two without top steel caisson 1 and 2.
(2) transportation by driving connects height: as shown in Figure 6, adopt high-power tugboat that front open caisson 1 and back open caisson 2 are checked to profundal zone, build the box hat concrete in exterior panel 6 and partition wall 7, constantly increase open caisson draft;
(3) positioning sinking: as shown in Figure 7, front open caisson 1 and back open caisson 2 transportation by drivings are to on-the-spot location, the first positioning sinking of back open caisson 2 that section area is large, residual concrete in perfusion box hat, the interior jetting suck sediment subsidence of exterior panel 6 outsides and pit shaft 8, connects height piecemeal, reaches design elevation.The rear sinking of front open caisson 1 that section area is little;
(4) piling, open caisson back cover in well: as shown in Figure 8; open caisson reaches after design elevation; adopt the steel pipe pile 4 in hydraulic hammer injection pit shaft 8; cast bottom concrete 10; the reinforcing bar of dry environment colligation stake top and base plate 11 after drawing water; build base plate 11, realize open caisson and be connected with the reliable of steel pipe pile 4, fill out afterwards the construction of core 12;
(5) binder lifting, top board construction: as shown in Figure 9; after two open caisson sedimentations and horizontal displacement are stable, between two open caissons, utilize large-scale floating crane lifting steel binder 3, set up concrete roof operation platform; cast top board 9 maintenance, establish anchor body 5 reserved steel bars and each layer of cooling tube;
(6) anchor body construction: as shown in figure 10, hierarchical block cast anchor body 5 concrete, install loose cable saddle buttress 18 construction brackets, loose cable saddle buttress 18 concrete of cast, casting process satisfied temperature control requirement;
(7) cast crossbeam, stretch-draw prestressing force, installation anchorage element: as shown in figure 11, the loose cable saddle buttress crossbeam 17 of cast, stretch-draw anchor block 14 prestressed strands, install strand anchorage element;
(8) loose cable saddle construction, main cable strand anchoring, ancillary facility construction: as shown in figure 12, anchor chamber 13,15 bottom surfaces, front anchor chamber, side concrete after cast, loose cable saddle 16 is installed, main cable strand anchoring, installing engineering ancillary facility.
The split type open caisson that Figure 13 shows split type open caisson of the prior art and the utility model to be provided adds the schematic diagram of a composite foundation, visible, the split type open caisson that the utility model provides adds a composite foundation can effectively improve open caisson horizontal bearing capacity, reduces embedded depth, saves cost.
Above-described specific embodiment; the purpose of this utility model, technical scheme and beneficial effect are further described; institute is 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 modification of making, be equal to replacement, improvement etc., within all should being included in protection domain of the present utility model.
Claims (7)
1. a split type open caisson adds a Compound Anchorage basis, it is characterized in that, this split type open caisson add a Compound Anchorage basis comprise front open caisson (1), back open caisson (2), connect before open caisson and back open caisson multiple steel binders (3), in the pit shaft of front open caisson and back open caisson, be piled at the many steel pipe piles (4) of ground, and be fixed in the anchor body (5) on front open caisson and back open caisson, wherein:
Front open caisson (1) and back open caisson (2) include exterior panel (6), partition wall (7), pit shaft (8), top board (9), bottom concrete (10), base plate (11) and fill out core (12); Front open caisson (1) and back open caisson (2) are the reinforced concrete open caisson of outsourcing 20～30mm thickness steel casing; Anchor body (5) comprises rear anchor chamber (13), anchor block (14), front anchor chamber (15), loose cable saddle (16), loose cable saddle crossbeam (17), loose cable saddle buttress (18).
2. split type open caisson according to claim 1 adds a Compound Anchorage basis, it is characterized in that, the plane form of described front open caisson (1) and back open caisson (2) is the box hat reinforced concrete structure of nose circle shape or rounding rectangle, top board (9) thickness t
1=5～10m, bottom concrete (10) thickness t
2=8～14m, base plate (11) thickness t
3=2～5m, exterior panel (6) thickness t
3=1～4m, partition wall (7) thickness t
4=1～2m.
3. split type open caisson according to claim 1 adds a Compound Anchorage basis, it is characterized in that, described front open caisson (1) width B
1=20～40m, back open caisson (2) width B
2=20～60m, B
1≤ B
2, the length L of front open caisson (1)
1≤ 2B
1, the length L of back open caisson (2)
2≤ 2B
2.
4. split type open caisson according to claim 1 adds a Compound Anchorage basis, it is characterized in that, the quantity of described steel binder (3) is 1～3, the height t of steel binder (3)
5=5～10m, the width B of steel binder (3)
3=L
1.
5. split type open caisson according to claim 1 adds a Compound Anchorage basis, it is characterized in that, described steel pipe pile (4) is connected with front and back open caisson with base plate (11) by bottom concrete (10), steel pipe pile (4) diameter D
1=1m～3m.
6. split type open caisson according to claim 1 adds a Compound Anchorage basis, it is characterized in that, provide anti-pulling capacity by the interior steel pipe pile of back open caisson (2) (4), can reduce the thickness of filling out core (12), the thickness t of filling out core (12) in front open caisson (1)
6=5～15m, the thickness t of filling out core (12) in back open caisson (2)
7=15～40m.
7. split type open caisson according to claim 1 adds a Compound Anchorage basis, it is characterized in that, it is upper that the loose cable saddle buttress (18) of described anchor body (5) is arranged on front open caisson (1), and the rear anchor chamber (13) of anchor body (5) is placed on back open caisson (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320580857.6U CN203639929U (en) | 2013-09-18 | 2013-09-18 | Split open caisson and pile composite anchor foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320580857.6U CN203639929U (en) | 2013-09-18 | 2013-09-18 | Split open caisson and pile composite anchor foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203639929U true CN203639929U (en) | 2014-06-11 |
Family
ID=50871187
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320580857.6U Withdrawn - After Issue CN203639929U (en) | 2013-09-18 | 2013-09-18 | Split open caisson and pile composite anchor foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203639929U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103510531A (en) * | 2013-09-18 | 2014-01-15 | 中交公路长大桥建设国家工程研究中心有限公司 | Split type open caisson pile-added combined anchorage foundation and construction method thereof |
| CN107642041A (en) * | 2017-08-17 | 2018-01-30 | 华东交通大学 | The hollow clump of piles anchorage of super-large diameter |
| CN107642040A (en) * | 2017-08-17 | 2018-01-30 | 华东交通大学 | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter |
-
2013
- 2013-09-18 CN CN201320580857.6U patent/CN203639929U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103510531A (en) * | 2013-09-18 | 2014-01-15 | 中交公路长大桥建设国家工程研究中心有限公司 | Split type open caisson pile-added combined anchorage foundation and construction method thereof |
| CN103510531B (en) * | 2013-09-18 | 2016-06-15 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of split type open caisson staking Compound Anchorage basis and construction method thereof |
| CN107642041A (en) * | 2017-08-17 | 2018-01-30 | 华东交通大学 | The hollow clump of piles anchorage of super-large diameter |
| CN107642040A (en) * | 2017-08-17 | 2018-01-30 | 华东交通大学 | The construction method heavy stone used as an anchor of the hollow clump of piles anchorage of super-large diameter |
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| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20140611 Effective date of abandoning: 20160615 |
|
| C25 | Abandonment of patent right or utility model to avoid double patenting |