CN107489102B - Based on combined steel sheet-pile cofferdam high water level difference cushion cap and construction method - Google Patents
Based on combined steel sheet-pile cofferdam high water level difference cushion cap and construction method Download PDFInfo
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- CN107489102B CN107489102B CN201710514674.7A CN201710514674A CN107489102B CN 107489102 B CN107489102 B CN 107489102B CN 201710514674 A CN201710514674 A CN 201710514674A CN 107489102 B CN107489102 B CN 107489102B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
Abstract
The present invention relates to be based on combined steel sheet-pile cofferdam high water level difference cushion cap and construction method, it include: steel-pipe pile, Larsen steel sheet pile, horizontal hollow truss, oblique steel pipe, hollow truss inner support sliding trapped orbit, the hollow truss inner support sliding trapped orbit of bridge pier side wall, steel pipe skewed horizontal load, fixed built-in fitting, precast rc slab and Grouting Pipe, steel-pipe pile connects fashioned iron hole through separate type, middle clamping connects floor, spliced at floor tieing with junction steel plate, blending bolt is fixed；Setting 1 or 2 hollow truss inner supports arranged symmetrically slide trapped orbits among wing plate on the inside of fashioned iron.The beneficial effects of the present invention are: sliding trapped orbit by setting up vertical sliding hollow truss inner support on composite steel plate pile, support is realized to realize hollow truss in any design position, the efficiency of construction is greatly improved, easy to disassemble, process greatly reduces.
Description
Technical field
The present invention relates to steel sheet-pile cofferdam bearing platform construction system more particularly to combined steel sheet-pile cofferdam high water level difference cushion caps
Construction method.
Technical background
With the arrival of marine economy, various regions bridge spanning the sea rises one after another, and pier cap is the key that bridge, monoblock type
Steel sheet-pile cofferdam is independently of bridge bearing platform and encloses water-bound with except pier shaft, is one of safety curtain of bridge foundation construction.
Since marine climate is changeable and seabottom geology is complicated, limitation of the conventional steel plates pile cofferdam in bridge foundation construction
Be mainly reflected in three aspects: 1) due to being assembled structure, overall stiffness is smaller, and water resistant stream and wave ability are poor, unsuitable
It is used under deepwater environment；2) by the limitation of itself mechanical characteristic, the support of Qiang Ermi need to be set, to rear when cushion cap absolute altitude is lower
Continuous cushion cap and pier construction interference are very big；3) when conventional steel plates pile cofferdam inserting piling under external force easily occur inclination, band stake,
It is not easy the case where joining the two sections of a bridge, etc.
In consideration of it, the rigidity how to solve cofferdam in high water difference situation by some technical measures is small and stability difference etc. is held
The construction difficult problem of platform is a urgent problem needed to be solved.
Summary of the invention
The purpose of the present invention is to provide a kind of combined steel sheet-pile cofferdam high water level difference cushion cap and construction methods.
To achieve the above object, the invention adopts the following technical scheme:
Based on combined steel sheet-pile cofferdam high water level difference cushion cap, comprising: during steel-pipe pile, Larsen steel sheet pile, stull are sliding
Empty truss inner support, steel pipe skewed horizontal load, hollow truss inner support sliding trapped orbit, the hollow truss inner support of bridge pier side wall are sliding
It moves trapped orbit, steel pipe skewed horizontal load, fixed built-in fitting, precast rc slab and Grouting Pipe, steel-pipe pile and runs through separate type
The steel hole that connection floor is clamped in fashioned iron is connected, separate type connects and clamps connection floor in fashioned iron, with connection steel at floor tieing
Plate splicing, blending bolt are fixed；Setting 1 or 2 hollow truss inner supports sliding arranged symmetrically are solid among wing plate on the inside of fashioned iron
Orbit determination road；Rhone is arranged in precast rc slab periphery, reserves the perforation hole of Grouting Pipe, and four corners set sump, slip casting
Pipe forms Mud Layer grouting and reinforcing body to combined steel sheet pile bottom slip casting pressure bottom, and Grouting Pipe is bundled on steel-pipe pile；Combined type
Steel sheet pile is spliced by clamping connection floor in Larsen steel sheet pile, steel-pipe pile, separate type connection fashioned iron, and separate type connects fashioned iron
Middle clamping connection floor is clamped in stitching portion with junction steel plate, and is fixed with connection bolt；Steel-pipe pile runs through separate type connecting-type
The steel hole of connection floor is clamped in steel；Separate type connection fashioned iron ala lateralis plate is bolted with Larsen steel sheet pile with water-swellable,
Set hydro-expansive rubber gasket below water-swellable bolt, separate type connection fashioned iron inboard wing plate set oblique expansion connection board,
Extend a time limit after hollow truss a wing plate, the sliding hollow truss of stull holds out against separate type connection fashioned iron inboard wing plate, and with hollow purlin
Wing plate of extending a time limit after frame connects, and steel pipe skewed horizontal load connect fashioned iron inboard wing plate with separate type in cofferdam four corners and holds out against, and with
Oblique expansion connection board is connected and fixed；Using in-situ deposited prefabricated reinforced concrete floor, run through in plate according to pile layout is reserved
Hole and reserved perforation hole, top surface casting concrete, cast-in-place concrete is interior to be arranged built-in fitting, supports cushion cap template with tripod, in advance
Armoured concrete slab periphery processed sets rhone, and draining groove sidewall sets rhone baffle, and precast rc slab quadrangle, which is set, catchments
Well, drinking-water pipe are arranged near quadrangle on steel-pipe pile.
The sliding hollow truss of stull can slide into any position from top to bottom, and install to postpone in fixed bit and extend a time limit
Position wing plate.
Combined steel sheet-pile cofferdam high water level difference construction method, comprising the following steps:
1) connection of combined steel sheet pile: being linked together steel-pipe pile, Larsen steel sheet pile with separate type connection fashioned iron,
Steel-pipe pile clamps the steel hole of connection floor in separate type connection fashioned iron, and separate type connects fashioned iron ala lateralis plate and Larsen steel plate
Stake is bolted with connection, is connected and is set hydro-expansive rubber gasket at bolt, and wing plate sets expansion connection board on the inside of fashioned iron, is expanded
Connection board is connected with the sliding hollow truss of stull and steel pipe skewed horizontal load inner support；
2) installation of hollow truss inner support sliding trapped orbit: it is arranged 1 among wing plate on the inside of the fashioned iron or symmetrically sets
2 hollow truss inner support sliding trapped orbits are set, the 1 hollow truss of bridge pier side wall is installed in cushion cap template and bridge abutment moulding plate
Inner support slides trapped orbit, installs in design fixed bit and postpones a wing plate of extending a time limit, and holding device is arranged, four corners position setting
Connecting plate；
3) the inserting piling construction of combined steel sheet pile: combined steel sheet pile is hung to design position with hanging device, is taken quiet
The mode of sink stake carrys out piling, and pile compacting equipment passes through very heavy press combined steel in conjunction with the counter-force anchor pole on the basis of being set to
The counter-force of sheet pile, jack reaches basis by anchor pole, and combined steel sheet pile inserting piling should be advisable since upstream center, to two sides
It is symmetrically sequentially inserted into, joins the two sections of a bridge, etc in four corners, closure steel sheet pile or profile iron sheet pile are inserted at closure, gap is used between fore shaft
Cotton-wool caulked is simultaneously coated with butter and sawdust mixture, after the sinking of combined steel sheet pile, utilizes the slip casting being bundled on steel-pipe pile
Pipe presses bottom to the bottom slip casting of combined steel sheet pile, forms Mud Layer grouting and reinforcing body, Larsen steel sheet pile and steel-pipe pile are in back cover model
It encloses and isolation film is arranged in slip casting pressure bottom range；
4) the sliding hollow truss of stull, steel pipe production and installation: on-site assembly stull is sliding hollow in steel platform
Truss, the sliding hollow truss of stull are placed at the top of combined steel sheet-pile cofferdam, and on-site assembly bridge pier slides in steel platform
The hollow truss of formula, the sliding hollow truss of bridge pier are placed on bridge pier, the sliding hollow truss of stull and bridge pier it is sliding in
Empty truss holds out against fixation after being from top to bottom successively slid onto design position, and steel pipe skewed horizontal load is oblique in steel sheet-pile cofferdam four corners
Separate type connection fashioned iron inboard wing plate is held out against, and is welded with connection board is expanded；
5) in-situ deposited prefabricated Combined reinforced concrete back cover: reserving through hole according to pile layout in plate, precast reinforced mixed
Step is arranged in concrete board periphery, and lower part is precast concrete, reserves the perforation hole of Grouting Pipe, pours in top precast concrete top surface
It builds armored concrete to bind, precast rc slab periphery sets rhone, and four corners set sump, and the water in sump passes through
Drinking-water pipe extraction, drinking-water pipe are bundled on the steel-pipe pile of angle end；
6) foundation pit backfills, hangs and tear support system open: support system is removed with installation procedure on the contrary, first backfilling cofferdam and cushion cap
Between the earthwork, then be inwardly filled to below support to be removed, then from bottom to top, behind first centre the orderly release stull of two sides it is sliding
The sliding hollow truss of the hollow truss of shifting formula, steel pipe skewed horizontal load, bridge pier, when Deformation Monitoring transfinites when cofferdam, passes through cast-in-place steel
The fixation built-in fitting of cushion cap Side shuttering is arranged in reinforced concrete top surface, is aided with tripod and realizes formwork on the outside of cushion cap；
7) cofferdam is cut, and facet, merogenesis, which are hung, to be torn open: cofferdam demolition is integrally hung using four side single sides and is removed, and is limited when by hanging device
Single side processed is difficult to hang to hang except time-division elements cutting and tear open, and connection floor is wherein clamped in separate type connection fashioned iron, and first whole hang is removed, outside
Side wing be difficult to it is whole hang when tearing open, first dismantled with Larsen steel sheet pile, cutting section minimized according to site space situation；It is pulling out
It is pulled out when falling combined steel sheet pile using vibration hammer.
In the step 3), the symmetrical slip casting simultaneously of intermediate steel-pipe pile two sides, the angle end steel-pipe pile of corner location is in three sides
Slip casting simultaneously, Grouting Pipe are bundled on steel-pipe pile, ultimately form Mud Layer grouting and reinforcing body.
The present invention have the characteristics that it is following and the utility model has the advantages that
Steel sheet pile and steel-pipe pile are connected into composite structure with separate type connection fashioned iron, while being infused in steel pipe column bottom
Slurry is reinforced, and Mud Layer grouting and reinforcing body is formed, and is greatly enhanced the overall stiffness in cofferdam, is stabilized entire operation platform, is improved
The safety of entire construction.
Trapped orbit is slid by setting up vertical sliding hollow truss inner support on combined steel sheet pile, to realize
Hollow truss is realized in any design position and is supported, and greatly improves the efficiency of construction, easy to disassemble, process subtracts significantly
It is few.
Carry out back cover by using prefabrication cast-in-place square reinforced concrete combination formula, arrange built-in fitting in Bars In Poured Concrete Slab, in hanging and tearing open
Tripod Auxiliary support is set using built-in fitting when the horizontal inner support of empty truss, steel pipe, ensure that cushion cap template stability, simultaneously
Rhone, sump are set on back cover periphery, the water extraction in cofferdam can be gone in time, construction quality is ensure that, improve
Construction speed, save the cost.
Detailed description of the invention
Fig. 1 is combined steel sheet-pile cofferdam high water level difference suspended deck structure schematic diagram；
Fig. 2 is prefabricated reinforced concrete bottom plate figure；
Fig. 3 is combined steel sheet-pile cofferdam plan view；
Fig. 4 is that combined type clamps junction steel plate connection Larsen steel sheet pile and steel-pipe pile detail drawing；
Fig. 5 is cushion cap concrete casting formwork figure
Fig. 6 is combined steel sheet pile static pressure pile-sinking structure chart
Fig. 7 is construction flow chart of the present invention；
In figure: 1. operation platform backing plates；2. beret slice landing beam；3. steel-pipe pile；4. Larsen steel sheet pile；5. separate type connects
Wing plate on the outside of direct type steel；6. water-swellable bolt；7. hydro-expansive rubber gasket；8. armoured concrete slab；9. rhone baffle；
10. Mud Layer grouting and reinforcing body；11. separate type connects fashioned iron inboard wing plate；12. the sliding hollow truss inner support of stull；13.
Hollow truss inner support slides trapped orbit；14. a wing plate of extending a time limit after hollow truss；15. tripod supports；16. cushion cap；17.
Isolation film；18. rhone；19. bridge pier；20. a wing plate of extending a time limit after the hollow truss of bridge pier side wall；21. the hollow truss of bridge pier side wall
Inner support；22. the hollow truss inner support of bridge pier side wall slides trapped orbit；23. cushion cap template；24. fixed built-in fitting；25.
Base；26. precast rc slab；27. sump；28. perforation hole；29. drinking-water pipe；30. reserved through hole；31. nailing；
32. corner steel plate；33. Grouting Pipe；34. jiao end steel-pipe pile；35. expanding connection board at steel pipe support；36. the oblique branch of steel pipe
Support；37. combined type steel sheet pile fore shaft；38. junction steel plate；39. connecting bolt；40. separate type, which connects, clamps connection rib in fashioned iron
Plate；41. bridge abutment moulding plate；42. the sliding hollow truss inner support trapped orbit of cushion cap side wall；43. platform truss；44. reaction frame；
45. steel platform；46. electric block；47. reaction beam；48. jack；49. counter-force anchor pole；50. basis；51. combined type steel plate
Stake.
Specific embodiment
Present embodiment welding for steel structure technique is bolted construction technology, operation platform mounting process and concrete and pours
It builds in this implementation such as construction technology and is not just stated tired, emphasis illustrates that the present invention relates to the embodiments of structure.
Fig. 1 is combined steel sheet-pile cofferdam high water level difference suspended deck structure schematic diagram.Shown in referring to Fig.1, combined type of the present invention
Steel sheet-pile cofferdam high water level difference bearing platform construction system specifically includes that Larsen steel sheet pile 4, steel-pipe pile 3, separate type connect and presss from both sides in fashioned iron
It is tightly connected floor 40, separate type connects fashioned iron inboard wing plate 11, separate type connects fashioned iron ala lateralis plate 5, stull is sliding hollow
It is truss inner support 12, steel pipe skewed horizontal load 36, Grouting Pipe 33, hollow truss inner support sliding trapped orbit 13, precast reinforced mixed
Concrete board 26, fixed built-in fitting 24, jack 49, counter-force anchor pole 48.
Steel trestle 43, steel platform 45 has been completed before the construction of combined steel sheet-pile cofferdam high water level difference bearing platform construction system
Installation, to the detection that pile foundation 25 has carried out, the leading truck locally constructed is set in steel platform, sets and hanging device is also provided with
In in steel platform.
Referring to Fig.1 and shown in Fig. 4, after the completion of preparation of construction work, fashioned iron is connected by steel-pipe pile 3, Larsen with separate type
Steel sheet pile 4 links together, and steel-pipe pile 3 runs through fashioned iron hole, and separate type connects and clamps connection floor 40 in fashioned iron, separate type connection
Wing plate 5 is connect with Larsen steel sheet pile 4 on the outside of fashioned iron, and hydro-expansive rubber gasket 7 is set at expansion bolt 6, and separate type connects fashioned iron
Inside wing plate 11 sets steel pipe support and expands connection board 35, and steel pipe support expands connection board 35 and the sliding hollow truss of stull
Inner support 12 and 36 inner support of steel pipe skewed horizontal load are connected, and are spliced at section steel plate tieing with junction steel plate 38, blending bolt 39
It is fixed.
It is arranged 1 among separate type connection fashioned iron inboard wing plate 11 or is symmetrical arranged in the 2 hollow truss of bridge pier side wall
Support sliding trapped orbit 13.
Referring to shown in Fig. 6, the sinking of cofferdam of combined steel sheet pile 51 uses unilateral sinking, and four corners connection type utilizes
Pile compacting equipment is combined with the counter-force anchor pole 49 in setting steel platform, is implemented by jack 48 to combined steel sheet pile 51 quiet
Pressure is heavy, and the counter-force of jack 48 reaches basis 50 by anchor pole 49.
Shown in referring to Fig.1, after the sinking of combined steel sheet pile 51, using the Grouting Pipe 33 being bundled on steel-pipe pile 3 to again
Bottom is pressed in box-like 51 bottom slip casting of steel sheet pile, forms Mud Layer grouting and reinforcing body 10, Larsen steel sheet pile 4 and steel-pipe pile 3 are in back cover model
It encloses and isolation film 17 is arranged in slip casting pressure bottom range.
Referring to Figure 5, it is sliding that the hollow truss inner support of 1 bridge pier side wall is installed in cushion cap template 23 and bridge abutment moulding plate 41
Move trapped orbit 22.
Referring to shown in Fig. 3 and Fig. 5, the sliding hollow truss 12 of on-site assembly stull in steel platform 45, stull is sliding
Hollow truss 12 is placed at the top of 51 cofferdam of combined steel sheet pile (is arranged interim steel plate ox on sliding trapped orbit when needing
Leg), the hollow truss inner support 21 of on-site assembly bridge pier side wall in steel platform 45, the hollow truss inner support 21 of bridge pier side wall is placed
In on bridge pier 19, the sliding hollow truss inner support 12 of stull and the hollow truss inner support 21 of bridge pier side wall are from top to bottom successively
It is slid onto after design position and holds out against fixation, steel pipe skewed horizontal load 36 holds out against separate type fashioned iron 51 cofferdam four corners of steel sheet pile are oblique
Inside wing plate 11, and expand connection board 35 with steel pipe support and weld.
Referring to shown in Fig. 2, in-situ deposited prefabricated Combined reinforced concrete plate is reserved through pore 30 according to pile layout, prefabricated
Step is arranged in 26 periphery of armoured concrete slab, and lower part is precast concrete, reserves the perforation hole 28 of Grouting Pipe 33, prefabricated on top
Top of concrete pouring reinforcement concrete plate 8 binds, and 26 periphery of precast rc slab sets rhone 18, and four corners, which are set, catchments
Well 27, the water in sump are extracted out by drinking-water pipe 29, and drinking-water pipe 29 is bundled on angle end steel-pipe pile 34.
Referring to Figure 5, when support system is removed, the earthwork between cofferdam and cushion cap 16 is first backfilled, then be inwardly filled to
Under support to be removed at 1m, then from bottom to top, behind first centre two sides the sliding hollow truss inner support of orderly release stull
12, the hollow truss inner support 21 of diagonal brace steel pipe 36, bridge pier side wall when Deformation Monitoring transfinites when cofferdam, passes through cast in place reinforced bar coagulation
The fixation built-in fitting 24 of native 8 top surface of plate setting cushion cap Side shuttering is aided with tripod support 15 and realizes formwork on the outside of cushion cap.
The present invention also provides the construction methods of above-mentioned combined steel sheet-pile cofferdam high water level difference cushion cap system, mainly include
Following steps:
1) installation of steel trestle 43, steel platform 45, the detection of pile foundation 25, office preparation of construction: have been completed before this construction
The leading truck of portion's construction is set in steel platform, sets and hanging device is also disposed in steel platform.
2) steel-pipe pile 3, Larsen steel sheet pile 4 connection of combined steel sheet pile 51: are connected to one with separate type connection fashioned iron
It rises, steel-pipe pile 3 runs through fashioned iron hole, and separate type connects and clamps connection floor 40 in fashioned iron, wing plate 5 and Larsen steel sheet pile on the outside of fashioned iron
4 connect, and hydro-expansive rubber gasket 7 is set at expansion bolt 6, and separate type connection fashioned iron inboard wing plate 11 is set to be expanded at steel pipe support
Connection board 35 expands connection board 35 and the sliding hollow truss inner support 12 of stull and steel pipe skewed horizontal load at steel pipe support
36 inner supports are connected, and are spliced at section steel plate tieing with junction steel plate 38, and blending bolt 39 is fixed.
3) installation of sliding hollow truss inner support trapped orbit 13: in separate type connection fashioned iron inboard wing plate 11
Between be arranged 1 or be symmetrical arranged 2 bridge pier side walls hollow truss inner support sliding trapped orbit 13, in cushion cap template 23 and bridge
1 bridge pier side wall hollow truss inner support sliding trapped orbit 22 is installed in pier template 41, installs bridge pier in design fixed bit
It extends a time limit after the hollow truss of side wall wing plate 20, and holding device is set, connecting plate is arranged in four corners position.
4) the inserting piling construction of combined steel sheet pile: combined steel sheet pile 51 is hung to design position with hanging device, is taken
The mode of static pressure pile-sinking carrys out piling, and pile compacting equipment is combined with the counter-force anchor pole 49 on the basis of being set to, and is pressed by jack 48 multiple
The counter-force of box-like steel sheet pile 51, jack 48 reaches basis 50 by anchor pole 49, and 51 inserting piling of combined steel sheet pile should be from upstream
The heart starts to be advisable, and is symmetrically sequentially inserted into two sides, joins the two sections of a bridge, etc in four corners, insertion closure steel sheet pile or deformed steel flats at closure
Stake gap cotton-wool caulked and is coated with butter and sawdust mixture between fore shaft, after the sinking of combined steel sheet pile 51, utilizes
The Grouting Pipe 33 being bundled on steel-pipe pile 3 presses bottom to the 51 bottom slip casting of combined steel sheet pile, forms Mud Layer grouting and reinforcing body 10,
Larsen steel sheet pile 4 and steel-pipe pile 3 are in back cover range and slip casting pressure bottom range setting isolation film 17.
5) the sliding hollow truss inner support 12 of stull, the production of steel pipe 36 and installation: on-site assembly is horizontal in steel platform 45
Sliding hollow truss 12 is supportted, the sliding hollow truss inner support 12 of stull, which is placed at the top of 51 cofferdam of combined steel sheet pile, (to be needed
Interim steel plate bracket is set on sliding trapped orbit when wanting), the hollow truss of on-site assembly bridge pier side wall in steel platform 45
Inner support 21, the hollow truss inner support 21 of bridge pier side wall are placed on bridge pier 19, the sliding hollow truss inner support 12 of stull
And the hollow truss inner support 21 of bridge pier side wall be from top to bottom successively slid onto design position after hold out against fixation, steel pipe skewed horizontal load 36
Wing plate 11 on the inside of separate type fashioned iron is held out against 51 cofferdam four corners of steel sheet pile are oblique, and is expanded connection board 35 with steel pipe support and welded
It connects.
6) in-situ deposited prefabricated Combined reinforced concrete back cover: reserving through hole 30 according to pile layout in plate, precast reinforced
Step is arranged in 26 periphery of concrete slab, and lower part is precast concrete, the perforation hole 28 of Grouting Pipe 33 is reserved, in top concrete
Native top surface pouring reinforcement concrete plate 8 binds, and 26 periphery of precast rc slab sets rhone 18, and four corners set sump
27, the water in sump is extracted out by drinking-water pipe 29, and drinking-water pipe 29 is bundled on angle end steel-pipe pile 34.
7) casting concrete: according to the ratio of mud pumping casting concrete of design, and making concrete sample examination,
It is cooled using cooling tube water flowing, improves cushion cap concrete construction quality.
8) foundation pit backfills, hangs and tear support system open: support system is removed with installation procedure on the contrary, first backfilling cofferdam and cushion cap
The earthwork between 16, then be inwardly filled under support to be removed at 1m, then the orderly release of two sides is horizontal from bottom to top, behind first centre
Sliding hollow truss inner support 12, steel pipe skewed horizontal load 36, the hollow truss inner support 21 of bridge pier side wall are supportted, is become when cofferdam monitors
When shape transfinites, the fixation built-in fitting 24 of cushion cap Side shuttering is set by 8 top surface of cast-in-situ reinforced concrete slab, is aided with tripod branch
Formwork on the outside of cushion cap is realized in support 15.
9) cofferdam is cut, and facet, merogenesis, which are hung, to be torn open: cofferdam demolition is integrally hung using four side single sides and is removed, and is limited when by hanging device
Single side processed is difficult to hang to hang except time-division elements cutting and tear open, and wherein Separated clamping is tightly connected the first entirety of clamping connection floor 40 in fashioned iron and hangs
Remove, separate type connection fashioned iron ala lateralis plate 5 be difficult to it is whole hang when tearing open, first dismantled with Larsen steel sheet pile 4, according to site space situation
Minimize cutting section.It is pulled out, make steel sheet pile lower part as far as possible and is mixed using vibration hammer when pulling out combined steel sheet pile
Solidifying soil is detached from, and then carries out pile pulling again, and when pile pulling will first vibrate 1~2min, is made soil loosening around steel sheet pile, is generated " liquefaction ",
Slowly start vibrohammer pile pulling again.
Combined steel sheet pile 51 is connected by clamping in Larsen steel sheet pile 4, steel-pipe pile 3, separate type connection fashioned iron in step 2)
Floor 40 is spliced, separate type connect fashioned iron in clamp connection floor 40 stitching portion with junction steel plate 38 clamp, and with company
Connecting bolt 39 is fixed, and separate type connection fashioned iron ala lateralis plate 5 is connect with the water-swellable bolt 6 of Larsen steel sheet pile 4, water-swellable
Bolt 6 sets hydro-expansive rubber gasket 7 below, and separate type connection fashioned iron inboard wing plate 11 sets expansion connection board at steel pipe support
35, it extends a time limit after hollow truss wing plate 14, the sliding hollow truss inner support 12 of stull holds out against separate type connection fashioned iron inboard wing
Plate 11, and connect with wing plate 14 of extending a time limit after hollow truss, steel pipe skewed horizontal load 36 is in cofferdam four corners and separate type connecting-type
Wing plate 11 is held out against on the inside of steel, and is connected and fixed with connection board 35 is expanded at steel pipe support.It is right simultaneously in intermediate 3 two sides of steel-pipe pile
Claim slip casting, in the slip casting simultaneously of three sides, Grouting Pipe 33 is bundled on steel-pipe pile the steel-pipe pile 34 of corner location, ultimately forms a rising pouring
Starch reinforcing body 10.
The sliding hollow truss inner support 12 of stull described in step 3) can be slided from top to bottom by design requirement takes office
Meaning position, and wing plate 14 of extending a time limit after fixed bit installs hollow truss.
In-situ deposited prefabricated reinforced concrete floor is used described in step 6), and through hole 30 is reserved according to pile layout in plate,
Step is arranged in 26 periphery of precast rc slab, and lower part precast concrete reserves the perforation hole 28 of Grouting Pipe 33, and top surface pours
Concrete slab 8 binds, and built-in fitting 24 is arranged in cast-in-place concrete, precast reinforced with 15 support cushion cap template 23 of tripod support
26 periphery of concrete slab sets rhone 18, and 18 side wall of rhone sets rhone baffle 9, and 26 4 jiaos of precast rc slab set collection
Well 27, drinking-water pipe 29 are arranged near quadrangle on angle end steel-pipe pile 34.
It is hung described in step 8) when tearing support system open, when the sliding hollow truss inner support of stull in the support system of cofferdam
12, after the hollow truss inner support 21 of steel pipe skewed horizontal load 36, bridge pier side wall is hung, cushion cap 16 and the built-in fitting 24 of pier stud 19 are utilized
Tripod is set and assists temporary support 15.
Claims (4)
1. being based on combined steel sheet-pile cofferdam high water level difference cushion cap, characterized by comprising: steel-pipe pile (3), Larsen steel sheet pile
(4), the sliding hollow truss inner support (12) of stull, steel pipe skewed horizontal load (36), hollow truss inner support slide trapped orbit
(13), hollow truss inner support sliding trapped orbit (22) of bridge pier side wall, fixed built-in fitting (24), precast rc slab
(26) and Grouting Pipe (33), steel-pipe pile (3) clamp the steel hole of connection floor (40) in separate type connection fashioned iron, and separate type connects
Clamping connection floor (40), which connect in fashioned iron to clamp with separate type, in direct type steel uses junction steel plate at connection floor (40) tieing
(38) splice, and fixed with connection bolt (39)；Separate type connects setting 1 among fashioned iron inboard wing plate (11) or is symmetrical arranged
2 hollow truss inner support slidings trapped orbit (13)；Rhone (18) are arranged in precast rc slab (26) periphery, reserve
The perforation hole (28) of Grouting Pipe (33), four corners are set sump (27), and Grouting Pipe (33) is infused to combined steel sheet pile (51) bottom
Slurry pressure bottom forms Mud Layer grouting and reinforcing body (10), and Grouting Pipe (33) is bundled on steel-pipe pile (3)；Combined steel sheet pile (51) by
Larsen steel sheet pile (4), steel-pipe pile (3), separate type connect clamping connection floor (40) in fashioned iron and are spliced；Steel-pipe pile (3) passes through
Wear the steel hole that connection floor (40) is clamped in separate type connection fashioned iron；Separate type connects fashioned iron ala lateralis plate (5) and Larsen steel plate
Stake (4) is connected with water-swellable bolt (6), and water-swellable bolt (6) is set hydro-expansive rubber gasket (7) below, and separate type connects
Wing plate (11) sets and extends a time limit a wing plate (14) after expansion connection board (35), hollow truss at steel pipe support on the inside of direct type steel, stull
Sliding hollow truss inner support (12) hold out against separate type connection fashioned iron inboard wing plate (11), and with open up position-limited wing after hollow truss
Plate (14) connection, steel pipe skewed horizontal load (36) connect fashioned iron inboard wing plate (11) with separate type in cofferdam four corners and hold out against, and with
Expand connection board (35) at steel pipe support to be connected and fixed；Using in-situ deposited prefabricated Combined reinforced concrete bottom plate, basis in plate
Pile layout reserves through hole (30) and perforated pipe (28), and top surface pouring reinforcement concrete plate (8) binds, armoured concrete slab
(8) built-in fitting (24) are set in, support (15) cushion cap template (23) with tripod, rhone (18) side wall sets rhone baffle
(9), drinking-water pipe (29) is arranged near quadrangle on angle end steel-pipe pile (34).
2. according to claim 1 be based on combined steel sheet-pile cofferdam high water level difference cushion cap, it is characterised in that the stull
Sliding hollow truss inner support (12) can slide into any position from top to bottom, and open up after fixed bit installs hollow truss
It limits wing plate (14).
3. being based on combined steel sheet-pile cofferdam high water level difference construction method as described in claim 1, comprising the following steps:
1) connection of combined steel sheet pile (51): connection floor is clamped by steel-pipe pile (3), Larsen steel in separate type connection fashioned iron
Sheet pile (4) links together, and steel-pipe pile (3) clamps the steel hole of connection floor (40), separate type in separate type connection fashioned iron
Connection fashioned iron ala lateralis plate (5) is connect with Larsen steel sheet pile (4) with water-swellable bolt (6), and water-swellable bolt sets chance at (6)
Water-expansible rubber gasket (7), separate type connection fashioned iron inboard wing plate (11) set expansion connection board (35), steel pipe at steel pipe support
Expand connection board (35) at support to be connected with the sliding hollow truss inner support (12) of stull and steel pipe skewed horizontal load (36)；
2) it the installation of hollow truss inner support sliding trapped orbit (13): is set among separate type connection fashioned iron inboard wing plate (11)
It sets 1 or is symmetrical arranged 2 hollow truss inner support slidings trapped orbit (13), in cushion cap template (23) and bridge abutment moulding plate (41)
Hollow truss inner support sliding trapped orbit (22) of 1 bridge pier side wall of upper installation installs in bridge pier side wall in design fixed bit
It extends a time limit after empty truss a wing plate (20), and holding device is set, connecting plate is arranged in four corners position；
3) the inserting piling construction of combined steel sheet pile: combined steel sheet pile (51) is hung to design position with hanging device, is taken quiet
The mode of sink stake carrys out piling, and pile compacting equipment is combined with the counter-force anchor pole (49) on the basis of being set to, pressed by jack (48)
The counter-force of combined steel sheet pile (51), jack (48) is reached basic (50) by anchor pole (49), and combined steel sheet pile (51) is inserted
Beating should be advisable since upstream center, symmetrically be sequentially inserted into two sides, join the two sections of a bridge, etc in four corners, the insertion closure steel sheet pile at closure
Or profile iron sheet pile, gap cotton-wool caulked and butter and sawdust mixture are coated between fore shaft, in combined steel sheet pile
(51) after sinking, bottom, shape are pressed to combined steel sheet pile (51) bottom slip casting using the Grouting Pipe (33) being bundled on steel-pipe pile (3)
At Mud Layer grouting and reinforcing body (10), Larsen steel sheet pile (4) and steel-pipe pile (3) back cover range and slip casting pressure bottom range setting every
From film (17)；
4) the sliding hollow truss inner support (12) of stull, steel pipe skewed horizontal load (36) production and installation: on steel platform (45)
The sliding hollow truss inner support (12) of on-site assembly stull, the sliding hollow truss inner support (12) of stull are placed in combined type
At the top of steel sheet pile (51) cofferdam, the hollow truss inner support (21) of on-site assembly bridge pier side wall, bridge pier side wall on steel platform (45)
Hollow truss inner support (21) is placed on bridge pier (19), in the sliding hollow truss inner support (12) of stull and bridge pier side wall
Empty truss inner support (21) holds out against fixation after being from top to bottom successively slid onto design position, and steel pipe skewed horizontal load (36) is in combined type
Steel sheet pile (51) cofferdam four corners are oblique to hold out against separate type connection fashioned iron inboard wing plate (11), and connects with expanding at steel pipe support
End plate (35) welding；
5) in-situ deposited prefabricated Combined reinforced concrete back cover: reserving through hole (30) in plate according to pile layout, precast reinforced mixed
Step is arranged in concrete board (26) periphery, and lower part is precast concrete, reserves the perforation hole (28) of Grouting Pipe (33), prefabricated on top
Top of concrete pouring reinforcement concrete (8) binds, and precast rc slab (26) periphery sets rhone (18), and four corners are set
Sump (27), the water in sump are extracted out by drinking-water pipe (29), and drinking-water pipe (29) is bundled on angle end steel-pipe pile (34)；
6) foundation pit backfills, hangs and tear support system open: support system is removed and installation procedure is on the contrary, first backfill between cofferdam and cushion cap (16)
The earthwork, then be inwardly filled to below support to be removed, then to tear stull open sliding for the sequence of two sides from bottom to top, behind first centre
Hollow truss inner support (12), steel pipe skewed horizontal load (36), the hollow truss inner support (21) of bridge pier side wall, when cofferdam Deformation Monitoring
When transfiniting, the fixation built-in fitting (24) of cushion cap Side shuttering is set by cast-in-situ reinforced concrete slab (8) top surface, is aided with tripod
(15) are supported to realize formwork on the outside of cushion cap；
7) cofferdam is cut, and facet, merogenesis, which are hung, to be torn open: cofferdam demolition is integrally hung using four side single sides and is removed, single when being limited by hanging device
Face is difficult to hang to hang except time-division elements cutting and tear open, and connection floor (40) is wherein clamped in separate type connection fashioned iron, and first whole hang is removed, point
From formula connection fashioned iron ala lateralis plate (5) be difficult to it is whole hang tear open when, first dismantled with Larsen steel sheet pile (4), according to site space situation
Minimize cutting section；It is pulled out when pulling out combined steel sheet pile using vibration hammer.
4. according to claim 3 be based on combined steel sheet-pile cofferdam high water level difference construction method, feature exists
In in the step 3), the symmetrical slip casting simultaneously of intermediate steel-pipe pile (3) two sides, the angle end steel-pipe pile (34) of corner location is three
Side slip casting simultaneously, Grouting Pipe (33) are bundled on steel-pipe pile (3), ultimately form Mud Layer grouting and reinforcing body (10).
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| CN110924313B (en) * | 2019-12-25 | 2021-08-10 | 核工业西南建设集团有限公司 | Construction method of bridge foundation cofferdam |
| CN111350201A (en) * | 2020-03-18 | 2020-06-30 | 中交第二航务工程局有限公司 | Construction method of steel sheet pile cofferdam of deep-water low-pile cap of thick pebble bed riverbed |
| CN112709252B (en) * | 2020-12-25 | 2022-08-30 | 中铁广州工程局集团有限公司 | Bearing platform construction method in semi-water flooding steep rock slope |
| CN113756347B (en) * | 2021-10-09 | 2023-02-03 | 山东高速路桥集团股份有限公司 | Supporting bearing platform construction auxiliary equipment and construction method |
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| CN1837512B (en) * | 2006-04-07 | 2011-04-20 | 上海市政工程设计研究总院 | Combined cofferdam of steel slab pile and steel pipe pile an method for manufacturing the same |
| JP4955459B2 (en) * | 2007-05-30 | 2012-06-20 | 株式会社錢高組 | Temporary deadline construction method, temporary deadline structure |
| CN204151805U (en) * | 2014-09-23 | 2015-02-11 | 中建交通建设集团有限公司 | A kind of combination steel cofferdam |
| CN106284296B (en) * | 2016-09-28 | 2019-04-23 | 南京工业大学 | A kind of supporting construction and its construction method of double steel sheet pile |
| CN207314367U (en) * | 2017-06-29 | 2018-05-04 | 杭州江润科技有限公司 | Combined steel sheet-pile cofferdam high water level difference cushion cap |
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