CN106192767B - A kind of device and construction method that can improve bottom concrete bearing capacity - Google Patents
A kind of device and construction method that can improve bottom concrete bearing capacity Download PDFInfo
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- CN106192767B CN106192767B CN201610780172.4A CN201610780172A CN106192767B CN 106192767 B CN106192767 B CN 106192767B CN 201610780172 A CN201610780172 A CN 201610780172A CN 106192767 B CN106192767 B CN 106192767B
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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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Abstract
The invention discloses a kind of device and construction method that can improve bottom concrete bearing capacity, including steel lifted trunk, steel reinforcement cage, strut and tie and guider, steel lifted trunk is arranged around each steel pile casting, steel lifted trunk includes side wall and bottom plate, the guider that each steel pile casting is designed with being oriented to steel lifted trunk decentralization in the side wall close to tip position, each steel pile casting is provided with the steel reinforcement cage around the steel pile casting above bottom plate, and steel reinforcement cage pours fixation by bottom concrete.The present invention makes full use of the self-strength and bond stress of bottom concrete, the dosage of saving bottom concrete and the steel using amount of steel lifted trunk of high degree in the case where that can overcome the severe sea situation in off-lying sea；Overcome conventional shear connector to be set in low tide less than the situation of bottom concrete bottom plate, can meet to use in the high-rise pile cap construction of any sea situation.
Description
Technical field
The invention belongs to building structure and construction field, suitable for waterborne, the sea particularly under the conditions of severe sea condition
Access bridge high-rise pile cap cast-in-place construction.
Background technology
At present, the marine high-rise pile cap of bridge spanning the sea is using box construction, needs to pour back cover before cushion cap pouring construction and mixes
Solidifying soil, so as to become subaqueous work as dry application work, due to by the influence such as marine tide, stormy waves and typhoon, marine steel lifted trunk by
Power situation is complex, and the thickness of bottom concrete is needed according to cap design of pile height and thickness, water level, tidal range, box anti-floating
And the composite factor such as bearing platform construction determines, due to the limitation of design and construction boundary condition, the thickness of bottom concrete is often
The requirement of intensity and bond stress is not reached.In order to meet the requirement of the intensity of bottom concrete and bond stress, traditional handicraft is entered
Row is following to be introduced：
1）The method that traditional handicraft uses（Or temporary structure）：
The first is to improve the contact area of bottom concrete and steel pile casting by increasing the thickness of bottom concrete, is entered
And improve the intensity and bond stress of bottom concrete.
Second is to use shear connector.When marine lowest water level be less than bottom concrete bottom absolute altitude when, can by
Shear connector is welded on steel pile casting between steel lifted trunk bottom plate and bottom concrete to improve the intensity of bottom concrete and bond stress.
The third method is to divide cushion cap two layers to pour.In order to reduce the stress of bottom concrete, cushion cap is divided two layers, point
It is secondary twice to be poured, after bottom concrete reaches intensity, first layer cushion cap is poured, first layer cushion cap reaches design strength
Afterwards, dabbing is carried out to cushion cap, second layer cushion cap is poured by the bearing capacity of bottom concrete and first layer cushion cap.
2）The limitation of conventional method：
To the pumping operation mode of box and pour cushion cap operating mode by finite element software and analyze（See Fig. 1,2）Understand, it is right
For bottom concrete bottom plate, during when high water level draws water, anti-floating and low water level pour cushion cap, the stress of bottom plate is larger
Position often concentrate near steel pile casting position, the method for the thickness by increasing bottom concrete, although can improve mixed
The intensity and bond stress of soil are coagulated, but most of bottom concrete is not engaged in structure stress, it is often more important that these back covers mix
The weight of the solidifying also increased structure of soil, in the case where cushion cap bottom absolute altitude determines, adds the bottom absolute altitude of bottom concrete, so as to
The weight of increased box and the dosage of bottom concrete, the construction safety of the box of influence, also increase operating expenses.
Although it can carry out intensity directly against the larger position of bottom concrete stress using the method for conventional shear connector to add
By force so that bottom concrete intensity and bond stress meet to require, but this method is only applicable to seawater low tide less than envelope
The situation of base concrete bottom absolute altitude, if not having this time window in work progress, shear connector can not weld under water, from
And make it that this method is infeasible.Therefore only just may be used in this way in low tide less than the situation of bottom concrete bottom plate
OK, this applicability for the construction of Offshore Pile Cap is very harsh.
Although the method poured by several times using cushion cap layering can solve the problems, such as the intensity and bond stress of bottom concrete,
It is that placement layer by layer needs to wait first layer cushion cap to reach the second layer cushion cap that could construct after intensity, during which also first layer cushion cap is entered
Row dabbing, the construction period is have impact on for middle-size and small-size cushion cap；And also affect the presentation quality of cushion cap.
The content of the invention
It is an object of the invention to：A kind of device and construction method that can improve bottom concrete bearing capacity is proposed,
It can overcome under the severe sea situation in off-lying sea, make full use of the self-strength and bond stress of bottom concrete, the saving envelope of high degree
The dosage of base concrete and the steel using amount of steel lifted trunk；Overcome conventional shear connector can only be in low tide less than bottom concrete bottom plate
Situation is set, and can meet to use in the high-rise pile cap construction of any sea situation.
The object of the invention is realized by following technical proposals：
A kind of device that can improve bottom concrete bearing capacity, including steel lifted trunk, steel reinforcement cage, strut and tie and guiding dress
Put, steel lifted trunk is arranged around each steel pile casting, and steel lifted trunk includes side wall and bottom plate, and side wall construction uses ring secondary beam and the second ring
To girder and longeron cross weld in being used as inner template on wallboard, using the first ring girder and longitudinal beam welding in inner template outside
As main support girder system, box secondary beam and master are used as inner support, base arrangement using the steel pipe intersected on the inside of inner template
Beam cross weld sets strut and tie to be connected on steel pile casting, outside passes through in being used as bed die support system on bottom plate on the inside of bottom plate
To drawing reinforcing bar to tense side wall and bottom plate, each steel pile casting is designed with leading to steel lifted trunk decentralization in the side wall close to tip position
To guider, each steel pile casting is provided with the steel reinforcement cage around the steel pile casting above bottom plate, and steel reinforcement cage is by back cover coagulation
Soil pours fixation.
Alternatively, the vertical steel pile casting outer wall of guider is fixed, and it is towards steel lifted trunk corner.
Alternatively, in addition to Cantilever Beams and suspension rod, Cantilever Beams are fixed on steel pile casting top surface, suspension rod connection Cantilever Beams and steel
Box bottom plate.
As further selection, Cantilever Beams include lower outrigger and upper outrigger, and lower outrigger is fixed on steel pile casting top surface, upper outrigger
It is supported in by jack above lower outrigger, suspension rod connects upper and lower outrigger and steel lifted trunk bottom plate.
The method that bearing platform construction is carried out using aforementioned means, step are followed successively by：
Step 1：Steel pile casting inner concrete stake perfusion at construction pier position is completed；
Step 2：Rely on steel pile casting that bracket is installed in designed elevation position, bracket is in steel lifted trunk bottom plate supported underneath
Steel lifted trunk；
Step 3：It is sequentially completed the installation of steel lifted trunk bottom plate, steel reinforcement cage and lower outrigger；
Step 4：Guider during steel lifted trunk decentralization is installed on steel pile casting, and steel reinforcement cage is suspended on to guiding dress temporarily
Put；
Step 5：Suspension rod, jack and upper outrigger during steel lifted trunk decentralization, steel lifted trunk bottom plate welding strut and tie are installed；
Step 6：Steel lifted trunk side wall and its inner support are installed, using to drawing reinforcing bar to be attached side wall and bottom plate；
Step 7：Upper outrigger is jacked by jack, steel lifted trunk is lifted certain distance by suspension rod, then cut by upper outrigger
Except the bracket below steel lifted trunk, steel lifted trunk is transferred to designed elevation by suspension rod；
Step 8：Steel reinforcement cage Board position on earth is transferred, strut and tie, strut and tie connection steel pile casting and steel are installed on steel pile casting
Box bottom plate, strut and tie remove suspension rod, upper outrigger and jack after installing；
Step 9：Bottom concrete is poured, steel reinforcement cage pours fixation by bottom concrete；
Step 10：Bottom concrete draws water after reaching design strength, cuts off more than bottom concrete steel pile casting, tension and compression
Bar, remove lower outrigger；
Step 11：The part that steel reinforcement cage is exposed to bottom concrete upper table is bent in the stake being put into inside steel pile casting；
Step 12：Complete cushion cap primary concreting.
The foregoing main scheme of the present invention and its each further selection scheme can be this with independent assortment to form multiple schemes
The scheme that invention can be used and is claimed；And the present invention,（Each non conflicting selection）Between selection and between other selections
Can also independent assortment.Those skilled in the art can understand have after the present invention program is understood according to prior art and common knowledge
Multiple combinations, it is the claimed technical scheme of the present invention, does not do exhaustion herein.
Beneficial effects of the present invention：Overcome conventional shear connector use limitation, while overcome again need increase back cover
The shortcomings that concrete thickness is to meet the requirement of bottom concrete intensity and bond stress, draw for a fairly large number of sea of bridge pier
Bridge, using the new structure and its construction technology, construction costs can be effectively saved, improves efficiency of construction, it is ensured that be marine high
Security, economy and the reliability of pile framing.
1. dead load is light, low cost：
By this device and construction technology, need to increase bottom concrete thickness in the case of avoiding cushion cap one-time-concreting
Spend to meet the requirement of bottom concrete intensity and bond stress, reduce the dosage of bottom concrete and the height of steel lifted trunk.
2. structure is quick and easy for installation, construction effect is improved, reduces construction risk：
Transferred early stage in steel lifted trunk, steel reinforcement cage has been completed processing and arrangement, and steel lifted trunk is transferred in place afterwards to steel lifted trunk
After bottom plate blocks with steel pile casting interface, steel reinforcement cage is also transferred in place therewith, is processed without Site Welding, is improved construction work(
Effect, whole construction are all constructed on the water, reduce construction risk.
3. structure stress is reliable, the bearing capacity of current material is maximally utilised：
By large-scale FEM calculation, the feelings that steel reinforcement cage is set in the bottom concrete around steel pile casting are analyzed comprehensively
Under condition, structure can be ensure that by improving the concrete strength of the position to improve the bond stress of bottom concrete and bearing capacity
Security and feasibility.Whole system stress is clear and definite, and power transmission is reliable, is easy to construct.
4. overcoming the use limitation of conventional shear connector, there is wide applicability：
Conventional shear connector can only be set in low tide less than the situation of bottom concrete bottom plate, using this reinforcing bar cage assembly
And the construction technology after improving can meet to use in the high-rise pile cap construction of any sea situation.
Brief description of the drawings
Fig. 1 is bottom concrete stress envelope；
Fig. 2 is bottom concrete stress envelope；
Fig. 3 is this patent steel lifted trunk plan；
Fig. 4 is this patent steel lifted trunk profile；
Fig. 5 is bracket plane of arrangement figure on this patent steel pile casting；
Fig. 6 is that bracket arranges elevation on this patent steel pile casting；
Fig. 7 is outrigger plane of arrangement figure under this patent steel pile casting；
Fig. 8 is outrigger under this patent steel pile casting, box bottom plate and steel reinforcement cage arrangement elevation；
Fig. 9 is this patent steel lifted trunk guider plane of arrangement figure；
Figure 10 is this patent steel lifted trunk guider arrangement elevation；
Figure 11 is this patent suspension rod, jack and upper outrigger facade layout drawing；
Figure 12 is this patent steel lifted trunk lifting suspension rod floor plan；
Figure 13 is that this patent cuts off the elevation after the bracket of box bottom；
Figure 14 is the elevation after the decentralization in place of this patent box；
Figure 15 is the elevation of this patent steel essence cage decentralization in place, after strut and tie installation；
Figure 16 is steel lifted trunk plan of this patent steel essence cage decentralization in place, after strut and tie installation；
Figure 17 is the elevation after this patent bottom concrete pours；
Figure 18 is that this patent cuts off the elevation after unnecessary steel pile casting, strut and tie and downward putting device；
Figure 19 is that this patent steel lifted trunk completes the elevation that the bending of steel reinforcement cage top rebars enters after pile foundation that draws water；
Figure 20 is that this patent steel lifted trunk completes the elevation after cushion cap pours；
Wherein 1 it is steel lifted trunk, 2 be steel reinforcement cage, 21 be steel reinforcement cage exposure part, 3 be strut and tie, 4 be guider, 5 is
Suspension rod, 6 be steel pile casting, 7 be to draw reinforcing bar, 8 be bottom concrete, 9 be lower outrigger, 10 be upper outrigger, 11 be jack, 12 be
Bracket, 13 be cushion cap, 110 be side wall, 120 be bottom plate, 130 be steel pipe, 101 be ring secondary beam, 102 be the second ring girder,
103 it is longeron, 104 be wallboard, 105 be the first ring girder, 106 be box secondary beam, 107 is girder.
Embodiment
Following non-limiting examples are used to illustrate the present invention.
With reference to shown in figure 3,4 and 17, a kind of device that can improve bottom concrete bearing capacity, including steel lifted trunk 1, reinforcing bar
Cage 2, strut and tie 3 and guider 4, in addition to Cantilever Beams and suspension rod 5, steel lifted trunk are arranged around each steel pile casting 6（As schemed
Show, around two groups of 4 steel pile castings, totally 8 steel pile castings are arranged steel lifted trunk）, steel lifted trunk includes side wall 110 and bottom plate 120, side
Wall construction is using the ring girder 102 of ring secondary beam 101 and second and the cross weld of longeron 103 in being used as internal model on wallboard 104
Plate, it is welded in using the first ring girder 105 with longeron 103 on the outside of inner template and is used as main support girder system, adopted on the inside of inner template
By the use of the steel pipe 130 of right-angled intersection as inner support, base arrangement is using box secondary beam 106 and the cross weld of girder 107 in bottom plate
It is upper to be used as bed die support system, set strut and tie 3 to be connected on steel pile casting 6 on the inside of bottom plate, outside passes through to drawing reinforcing bar 7 by side wall
110 tense with bottom plate 120, and to drawing reinforcing bar 7 to connect the second ring girder 102 and bottom plate 120, each steel pile casting 6 is close to top
The side wall of position is designed with the guider 4 being oriented to the decentralization of steel lifted trunk 1, and the vertical outer wall of steel pile casting 6 of guider 4 is fixed,
And it is towards 1 four jiaos of steel lifted trunk；As illustrated, the guider on two groups of steel pile castings is symmetrical arranged, and the steel of each group in the inner part
One guider is set on casing, two guiders are set on steel pile casting in the outer part.Each steel pile casting 6 is in bottom plate 120
Top is provided with the steel reinforcement cage 2 around the steel pile casting 6, and steel reinforcement cage 2 pours fixation afterwards by bottom concrete 8, and steel reinforcement cage 2 is used
To increase bottom concrete Final 8 degree and the bond stress near steel pile casting 6.Cantilever Beams are horizontally disposed with and are fixed on the top surface of steel pile casting 6,
Cantilever Beams include the lower outrigger 9 and upper outrigger 10 be arrangeding in parallel up and down, and lower outrigger 10 is fixed on the top surface of steel pile casting 6, upper outrigger 10
The lower top of outrigger 9 is supported in by jack 11, suspension rod 5 connects upper and lower outrigger 9,10 and steel lifted trunk bottom plate 120, complete by suspension rod 5
Decentralization into steel lifted trunk 1 along steel pile casting 6, guider 4 are oriented in decentralization process to steel lifted trunk 1, are prevented under steel lifted trunk 1
Off normal and inclination occur during putting.
Using planar dimension as 11m × 26m, exemplified by cushion cap thickness is 3.5m access bridge cushion cap, structure composition is described below：
Side wall construction is using I14 ring secondary beam 101 and HN400x150x8/13 the second ring girder 102 and HN
The 350x175x7/11 cross weld of longeron 103 is in being used as inner template on 8mm wallboards 104, using the of HM588X300X8/12
One ring girder 105 is welded on the outside of inner template with longeron 103 is used as main support girder system, using the φ intersected on the inside of inner template
630 × 8 steel pipes 130 are used as inner support.
Base arrangement intersects weldering using B 200x100x6 box secondary beam 106 and 2HN 400x150x8/13 girder 107
It is connected on 6mm bottom plates and is used as bed die support system.The inner side of bottom plate 120 sets strut and tie 3 to be connected on steel pile casting 6, and outside passes through
To drawing reinforcing bar 7 to tense side wall 110 and bottom plate 120.The top of bottom plate 120 is disposed with steel reinforcement cage 2, afterwards by bottom concrete 8
（C25 bottom concretes 1.5m）Cast is fixed.Guider 4 is disposed with steel pile casting 6.
With reference to shown in figure 3-20, using the method for aforementioned means progress bearing platform construction, step is followed successively by：
Step 1：The inner concrete stake of steel pile casting 6 perfusion at construction pier position is completed；
Step 2：Rely on the designed elevation position on steel pile casting 6 of steel pile casting 6 that bracket 12 is installed, bracket 12 in steel hanging
The supported underneath steel lifted trunk 1 of 1 bottom plate of case 120；As illustrated, the bracket that 2 splayeds are arranged is set, with group steel on each steel pile casting
Towards unanimously, the bracket on the steel pile castings of difference group is oppositely arranged bracket on casing（See accompanying drawing 5,6）.
Step 3：It is sequentially completed the installation of steel lifted trunk bottom plate 120, steel reinforcement cage 2 and lower outrigger 9, each lower horizontal parallel of outrigger 9
Set, and it is vertical with steel pile casting 6, its both ends, which is stretched out, forms Cantilever Beams outside steel pile casting 6（See accompanying drawing 7,8）；
Step 4：Guider 4 when steel lifted trunk 1 is transferred is installed on steel pile casting 6, and steel reinforcement cage 2 is suspended on temporarily and led
To on device 4（See accompanying drawing 9,10）；
Step 5：Suspension rod 5, jack 11 and upper outrigger 10 when steel lifted trunk 1 is transferred, each steel pile casting 6 relative two are installed
Side is respectively provided with a suspension rod 5, the bottom plate 120 of steel lifted trunk 1 welding strut and tie 3（See accompanying drawing 11,12）；
Step 6：Steel lifted trunk side wall 110 and its inner support steel pipe 130 are installed, using to drawing reinforcing bar 7 by side wall 110 and bottom
Plate 120 is attached；
Step 7：Upper outrigger 10 is jacked by jack 11, steel lifted trunk 1 is lifted a spacing by upper outrigger 10 by suspension rod 5
From, the bracket 12 of the lower section of steel lifted trunk 1 is then cut off, steel lifted trunk 1 is transferred to designed elevation by suspension rod 5, guider 4 during decentralization
It is oriented to（See accompanying drawing 13,14）；
Step 8：Decentralization steel reinforcement cage 2 arrives the position of bottom plate 120, and strut and tie 3 is installed on steel pile casting 6, and strut and tie 3 connects steel
Casing 6 and steel lifted trunk bottom plate 120, strut and tie 3 remove suspension rod 5, upper outrigger 10 and jack 11 after installing（See accompanying drawing
15、16）；
Step 9：Bottom concrete 8 is poured, steel reinforcement cage 2 pours fixation by bottom concrete（See accompanying drawing 17）；
Step 10：Bottom concrete 8 draws water after reaching design strength, cuts off more than bottom concrete steel pile casting 6, tension and compression
Bar 3, remove lower outrigger 9（See accompanying drawing 18）；
Step 11：The bending of exposure part 21 that steel reinforcement cage 2 is exposed to the upper table of bottom concrete 8 is put into the inside of steel pile casting 6
Stake in（See accompanying drawing 19）；
Step 12：Complete the primary concreting of cushion cap 13（See accompanying drawing 20.）
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
All any modification, equivalent and improvement made within refreshing and principle etc., should be included in the scope of the protection.
Claims (4)
1. a kind of use can improve the method that the device of bottom concrete bearing capacity carries out bearing platform construction, described to improve envelope
The device of base concrete bearing capacity includes steel lifted trunk, steel reinforcement cage, strut and tie and guider, and steel lifted trunk is around each steel pile casting cloth
Put, steel lifted trunk includes side wall and bottom plate, side wall construction using ring secondary beam and the second ring girder and longeron cross weld in
Inner template is used as on wallboard, main support girder system, internal model are used as on the outside of inner template using the first ring girder and longitudinal beam welding
Using the steel pipe intersected as inner support on the inside of plate, base arrangement is using box secondary beam and girder cross weld in conduct on bottom plate
Bed die support system, bottom plate inner side set strut and tie to be connected on steel pile casting, and outside passes through to drawing reinforcing bar to draw side wall and bottom plate
Tightly, the guider that each steel pile casting is designed with being oriented to steel lifted trunk decentralization in the side wall close to tip position, each steel shield
Cylinder is provided with the steel reinforcement cage around the steel pile casting above bottom plate, and steel reinforcement cage pours fixation by bottom concrete, it is characterised in that
Step is followed successively by：
Step 1：Steel pile casting inner concrete stake perfusion at construction pier position is completed；
Step 2：Rely on steel pile casting that bracket is installed in designed elevation position, bracket in steel lifted trunk bottom plate supported underneath steel hanging
Case；
Step 3：It is sequentially completed the installation of steel lifted trunk bottom plate, steel reinforcement cage and lower outrigger；
Step 4：Guider during steel lifted trunk decentralization is installed on steel pile casting, and steel reinforcement cage is suspended on guider temporarily；
Step 5：Suspension rod, jack and upper outrigger during steel lifted trunk decentralization, steel lifted trunk bottom plate welding strut and tie are installed；
Step 6：Steel lifted trunk side wall and its inner support are installed, using to drawing reinforcing bar to be attached side wall and bottom plate；
Step 7：Upper outrigger is jacked by jack, steel lifted trunk is lifted certain distance by suspension rod, then cuts off steel by upper outrigger
Bracket below box, steel lifted trunk is transferred to designed elevation by suspension rod；
Step 8：Steel reinforcement cage Board position on earth is transferred, strut and tie, strut and tie connection steel pile casting and steel lifted trunk are installed on steel pile casting
Bottom plate, strut and tie remove suspension rod, upper outrigger and jack after installing；
Step 9：Bottom concrete is poured, steel reinforcement cage pours fixation by bottom concrete；
Step 10：Bottom concrete draws water after reaching design strength, cuts off more than bottom concrete steel pile casting, strut and tie, tears open
Except lower outrigger；
Step 11：The part that steel reinforcement cage is exposed to bottom concrete upper table is bent in the stake being put into inside steel pile casting；
Step 12：Complete cushion cap primary concreting.
2. use as claimed in claim 1 can improve the method that the device of bottom concrete bearing capacity carries out bearing platform construction,
It is characterized in that：The vertical steel pile casting outer wall of guider is fixed, and it is towards steel lifted trunk corner.
3. use as claimed in claim 1 can improve the method that the device of bottom concrete bearing capacity carries out bearing platform construction,
It is characterized in that：Also include Cantilever Beams and suspension rod, Cantilever Beams are fixed on steel pile casting top surface, suspension rod connection Cantilever Beams and steel lifted trunk bottom
Plate.
4. use as claimed in claim 3 can improve the method that the device of bottom concrete bearing capacity carries out bearing platform construction,
It is characterized in that：Cantilever Beams include lower outrigger and upper outrigger, and lower outrigger is fixed on steel pile casting top surface, and upper outrigger is by very heavy top support
Above lower outrigger, suspension rod connects upper and lower outrigger and steel lifted trunk bottom plate.
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| CN201610780172.4A CN106192767B (en) | 2016-08-31 | 2016-08-31 | A kind of device and construction method that can improve bottom concrete bearing capacity |
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| CN201610780172.4A CN106192767B (en) | 2016-08-31 | 2016-08-31 | A kind of device and construction method that can improve bottom concrete bearing capacity |
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Families Citing this family (2)
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| CN107217680B (en) * | 2017-05-16 | 2022-05-24 | 中交武汉港湾工程设计研究院有限公司 | Device for reducing thickness of bottom sealing concrete of steel suspension box cofferdam and construction method |
| CN108468278A (en) * | 2018-05-18 | 2018-08-31 | 中交路桥华南工程有限公司 | The underwater bearing platform construction structure integrally transferred |
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