CN106192767A - A kind of device that can improve bottom concrete bearing capacity and construction method - Google Patents
A kind of device that can improve bottom concrete bearing capacity and construction method Download PDFInfo
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- CN106192767A CN106192767A CN201610780172.4A CN201610780172A CN106192767A CN 106192767 A CN106192767 A CN 106192767A CN 201610780172 A CN201610780172 A CN 201610780172A CN 106192767 A CN106192767 A CN 106192767A
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- lifted trunk
- base plate
- bottom concrete
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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 that can improve bottom concrete bearing capacity and construction method, 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 sidewall and base plate, each steel pile casting is designed with transferring the guider of guiding in order to steel lifted trunk at the sidewall near tip position, each steel pile casting is provided above the steel reinforcement cage around this steel pile casting at base plate, and steel reinforcement cage is poured fixing by bottom concrete.The present invention, under overcoming the severe sea situation in off-lying sea, makes full use of self-strength and the bond stress of bottom concrete, the consumption saving bottom concrete of high degree and the steel using amount of steel lifted trunk；Overcoming conventional shear connector can only arrange less than the situation of bottom concrete base plate at low tide, the high-rise pile cap construction in any sea situation can meet use.
Description
Technical field
The invention belongs to building structure and construction field, it is adaptable to waterborne, particularly the sea under the conditions of severe sea condition
Access bridge high-rise pile cap cast-in-place construction.
Background technology
At present, the high-rise pile cap employing box construction that bridge spanning the sea is marine, need to pour back cover before cushion cap pouring construction and mix
Solidifying soil, thus become subaqueous work into dry application work, due to by the impacts such as marine tide, stormy waves and typhoon, being subject to of offshore steel box
Power situation is complex, and the thickness of bottom concrete needs 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 restriction of design and construction boundary condition, the thickness of bottom concrete is often
Do not reach the requirement of intensity and bond stress.The requirement of intensity and bond stress in order to meet bottom concrete, enters traditional handicraft
Row is following to be introduced:
1) method (or temporary structure) that traditional handicraft uses:
The first is the contact area improving bottom concrete and steel pile casting by increasing the thickness of bottom concrete, enters
And improve intensity and the bond stress of bottom concrete.
The second is to use shear connector.When marine lowest water level is less than the end absolute altitude of bottom concrete, can pass through
Weld shear connector on steel pile casting between steel lifted trunk base plate and bottom concrete and improve intensity and the bond stress of bottom concrete.
The third method is cushion cap point two-layer to be poured.In order to reduce the stress of bottom concrete, divide two-layer by cushion cap, point
Pouring for twice time, after bottom concrete reaches intensity, pour ground floor cushion cap, ground floor cushion cap reaches design strength
After, cushion cap is carried out dabbing, relies on the bearing capacity of bottom concrete and ground floor cushion cap to pour second layer cushion cap.
2) limitation of traditional method:
Through finite element software to the pumping operation mode of box and pour cushion cap operating mode be analyzed (see Fig. 1,2) understand, right
For bottom concrete base plate, during when high water level draws water, anti-floating and low water level pour cushion cap, the stress of base plate is bigger
Position often concentrate near steel pile casting position, by increasing the method for thickness of bottom concrete, although can improve mixed
The intensity of solidifying soil and bond stress, but major part bottom concrete is not engaged in structure stress, it is often more important that and these back covers mix
The weight of the structure that solidifying soil also increases, in the case of absolute altitude determines at the bottom of cushion cap, adds the end absolute altitude of bottom concrete, thus
The weight of the box increased and the consumption of bottom concrete, the construction safety of the box of impact, too increase operating expenses.
Although the method using conventional shear connector can be directed to the bigger position of bottom concrete stress and carry out intensity and add
Strong so that bottom concrete intensity and bond stress meet requirement, but this method is only applicable to sea water low tide less than envelope
The situation of absolute altitude at the bottom of base concrete, if not having this time window in work progress, shear connector cannot weld under water, from
And make this method infeasible.Therefore adopt and the most only just may be used less than the situation of bottom concrete base plate at low tide
OK, this suitability for the construction of Offshore Pile Cap is the harshest.
Although the method using cushion cap layering to pour by several times can solve the intensity of bottom concrete and the problem of bond stress, but
Being that placement layer by layer needs to wait ground floor cushion cap could construct second layer cushion cap after reaching intensity, ground floor cushion cap also to be entered by period
Row dabbing, have impact on the construction period for middle-size and small-size cushion cap；But also have impact on the presentation quality of cushion cap.
Summary of the invention
It is an object of the invention to: propose a kind of device that can improve bottom concrete bearing capacity and construction method,
Can overcome under the severe sea situation in off-lying sea, make full use of self-strength and the bond stress of bottom concrete, the saving envelope of high degree
The consumption of base concrete and the steel using amount of steel lifted trunk；Overcome conventional shear connector can only be less than bottom concrete base plate at low tide
Situation is arranged, and the high-rise pile cap construction in any sea situation can meet use.
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
Putting, steel lifted trunk is arranged around each steel pile casting, and steel lifted trunk includes sidewall and base plate, and side wall construction uses hoop secondary beam and the second ring
To girder and longeron cross weld on wallboard as interior template, use the first hoop girder and longitudinal beam welding outside interior template
As main support girder system, the steel pipe of intersection inside interior template, is used to use box secondary beam and master as inner support, base arrangement
Beam cross weld as bed die support system, arranges strut and tie and is connected on steel pile casting on base plate inside base plate, outside is passed through
To drawing reinforcing bar to be strained with base plate by sidewall, each steel pile casting is designed with transferring in order to steel lifted trunk leading at the sidewall near tip position
To guider, each steel pile casting is provided above the steel reinforcement cage around this steel pile casting at base plate, and steel reinforcement cage is by back cover coagulation
Soil pours fixing.
As selection, guider vertical steel casing outer wall is fixed, and it is towards steel lifted trunk corner.
As selection, also including Cantilever Beams and suspension rod, Cantilever Beams is fixed on steel pile casting end face, and suspension rod connects Cantilever Beams and steel
Box base plate.
As selecting further, Cantilever Beams includes that lower outrigger and upper outrigger, lower outrigger are fixed on steel pile casting end face, upper outrigger
Being supported in above lower jumping beam by jack, suspension rod connects upper and lower outrigger and steel lifted trunk base plate.
Using the method that aforementioned means carries out bearing platform construction, step is followed successively by:
Step one: the steel pile casting inner concrete stake at construction pier position has irrigated；
Step 2: relying on steel pile casting to install bracket in designed elevation position, bracket is in order in steel lifted trunk base plate supported underneath
Steel lifted trunk；
Step 3: be sequentially completed steel lifted trunk base plate, steel reinforcement cage and the installation of lower outrigger；
Step 4: install guider when steel lifted trunk is transferred on steel pile casting, and steel reinforcement cage is suspended on guiding dress temporarily
Put；
Step 5: install suspension rod, jack and upper outrigger when steel lifted trunk is transferred, steel lifted trunk base plate welding strut and tie；
Step 6: install steel lifted trunk sidewall and inner support thereof, utilizes drawing reinforcing bar to be attached with base plate by sidewall；
Step 7: by outrigger in jack jacking, steel lifted trunk is promoted certain distance by suspension rod, then cuts by upper outrigger
Except the bracket below steel lifted trunk, transfer steel lifted trunk to designed elevation by suspension rod；
Step 8: transfer steel reinforcement cage Board position on earth, installs strut and tie on steel pile casting, and strut and tie connects steel pile casting and steel
Box base plate, strut and tie removes suspension rod, upper outrigger and jack after installing；
Step 9: pour bottom concrete, steel reinforcement cage is poured fixing by bottom concrete；
Step 10: bottom concrete draws water after reaching design strength, cuts off the steel pile casting of more than bottom concrete, tension and compression
Bar, removes lower outrigger；
Step 11: the stake inside steel pile casting is put in the part bending that steel reinforcement cage exposes table on bottom concrete；
Step 12: complete cushion cap primary concreting.
Aforementioned main formula case of the present invention and each further selection scheme thereof can be this with independent assortment to form multiple schemes
Invention can use and claimed scheme；And the present invention, (each non conflicting selection) select between and and other select between
Can also independent assortment.Those skilled in the art can understand have according to prior art and common knowledge after understanding the present invention program
Multiple combination, is the claimed technical scheme of the present invention, does not do at this exhaustive.
Beneficial effects of the present invention: overcome the use limitation of conventional shear connector, overcome again simultaneously and need to increase back cover
Concrete thickness meets the shortcoming of the requirement of bottom concrete intensity and bond stress, and sea a fairly large number of for bridge pier is drawn
Bridge, uses this new structure and construction technology thereof, can effectively save construction costs, improves efficiency of construction, it is ensured that marine high
The safety of pile framing, economy and reliability.
1. dead load is light, cost is low:
By this device and construction technology, it is to avoid need to increase bottom concrete in the case of cushion cap one-time-concreting thick
Degree meets the requirement of bottom concrete intensity and bond stress, decreases the consumption of bottom concrete and the height of steel lifted trunk.
2. structure is quick and easy for installation, improves construction effect, reduces construction risk:
Transferring early stage at steel lifted trunk, steel reinforcement cage has been completed processing and arranges, steel lifted trunk is transferred after putting in place steel lifted trunk
After base plate blocks with steel pile casting interface, steel reinforcement cage is transferred the most therewith and is put in place, it is not necessary to Site Welding is processed, and improves construction merit
Effect, whole construction is constructed the most on the water, reduces construction risk.
3. structure stress is reliable, maximally utilises the bearing capacity of current material:
By large-scale FEM calculation, the feelings of steel reinforcement cage are set in analyzing the bottom concrete around steel pile casting comprehensively
Under condition, it is possible to by improving the concrete strength of this position and improve the bond stress of bottom concrete and bearing capacity ensure that structure
Safety and feasibility.Whole system stress is clear and definite, and power transmission is reliable, be easy to construction.
4. overcome the use limitation of conventional shear connector, there is wide applicability:
Conventional shear connector can only be arranged less than the situation of bottom concrete base plate at low tide, uses this steel reinforcement cage device
And the construction technology after improving can meet use in the high-rise pile cap construction of any sea situation.
Accompanying drawing explanation
Fig. 1 is bottom concrete stress envelope；
Fig. 2 is bottom concrete stress envelope；
Fig. 3 is this patent steel lifted trunk plane graph；
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 on this patent steel pile casting, bracket arranges elevation；
Fig. 7 is outrigger plane of arrangement figure under this patent steel pile casting；
Fig. 8 is that outrigger under this patent steel pile casting, box base plate and steel reinforcement cage arrange elevation；
Fig. 9 is this patent steel lifted trunk guider plane of arrangement figure；
Figure 10 is that elevation arranged by this patent steel lifted trunk guider；
Figure 11 is this patent suspension rod, jack and upper outrigger facade layout drawing；
Figure 12 is that this patent steel lifted trunk lifts suspension rod site plan；
Figure 13 is the elevation after this patent cuts off the bracket of box bottom；
Figure 14 is that this patent box transfers the elevation after putting in place；
Figure 15 be this patent steel essence cage transfer put in place, elevation after strut and tie installation；
Figure 16 be this patent steel essence cage transfer put in place, steel lifted trunk plane graph after strut and tie installation；
Figure 17 is the elevation after this patent bottom concrete pours；
Figure 18 is the elevation after this patent cuts off unnecessary steel pile casting, strut and tie and downward putting device；
Figure 19 is that the steel reinforcement cage top rebars bending that completes to draw water of this patent steel lifted trunk enters the elevation after pile foundation；
Figure 20 is that this patent steel lifted trunk completes the elevation after cushion cap pours；
1 it is wherein steel lifted trunk, 2 is steel reinforcement cage, 21 is steel reinforcement cage exposure part, 3 is strut and tie, 4 is guider, 5 is
Suspension rod, 6 be steel pile casting, 7 for draw reinforcing bar, 8 be bottom concrete, 9 be lower outrigger, 10 be upper outrigger, 11 be jack, 12 be
Bracket, 13 for cushion cap, 110 for sidewall, 120 for base plate, 130 for steel pipe, 101 for hoop secondary beam, 102 be the second hoop girder,
103 be longeron, 104 be wallboard, 105 be the first hoop girder, 106 be box secondary beam, 107 for girder.
Detailed description of the invention
Following non-limiting examples is used for the present invention is described.
With reference to Fig. 3, shown in 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, also include Cantilever Beams and suspension rod 5, and steel lifted trunk is arranged (such as figure institute around each steel pile casting 6
Showing, steel lifted trunk is arranged totally around two groups of 4 steel pile casting, 8 steel pile casting), steel lifted trunk includes sidewall 110 and base plate 120, side
Wall construction uses hoop secondary beam 101 and the second hoop girder 102 and longeron 103 cross weld as interior mould on wallboard 104
Plate, uses the first hoop girder 105 to be welded in outside interior template as main support girder system with longeron 103, adopts inside interior template
With the steel pipe 130 of decussation as inner support, base arrangement uses box secondary beam 106 and girder 107 cross weld in base plate
On as bed die support system, strut and tie 3 is set inside base plate and is connected on steel pile casting 6, outside is by drawing reinforcing bar 7 by sidewall
110 strain with base plate 120, and to drawing reinforcing bar 7 to connect the second hoop girder 102 and base plate 120, each steel pile casting 6 is near top
The sidewall of position is designed with transferring the guider 4 of guiding in order to steel lifted trunk 1, and guider 4 vertical steel casing 6 outer wall is fixed,
And it is towards steel lifted trunk 1 four jiaos；As it can be seen, the guider on two groups of steel pile casting is symmetrical arranged, and the steel that each group is in the inner part
One guider is set on casing, steel pile casting in the outer part arranges two guiders.Each steel pile casting 6 is at base plate 120
Being provided above the steel reinforcement cage 2 around this steel pile casting 6, steel reinforcement cage 2 is poured fixing by bottom concrete 8 later, and steel reinforcement cage 2 is used
To increase the bottom concrete Final 8 degree near steel pile casting 6 and bond stress.Cantilever Beams is horizontally disposed with and is fixed on steel pile casting 6 end face,
Cantilever Beams includes lower outrigger 9 and the upper outrigger 10 be arrangeding in parallel up and down, and lower outrigger 10 is fixed on steel pile casting 6 end face, upper outrigger 9 by
Jack 11 is supported in above lower jumping beam 10, and suspension rod 5 connects upper and lower outrigger 9,10 and steel lifted trunk base plate 120, complete by suspension rod 5
Becoming steel lifted trunk 1 transferring along steel pile casting 6, steel lifted trunk 1 is guided in decentralization process by guider 4, prevents steel lifted trunk 1 time
Off normal and inclination is there is during putting.
With planar dimension as 11m × 26m, as a example by cushion cap thickness is the access bridge cushion cap of 3.5m, structure composition is described below:
Side wall construction use the second hoop girder 102 of the hoop secondary beam 101 and HN400x150x8/13 of I14 with
Longeron 103 cross weld of HN350x175x7/11 as interior template, uses HM588X300X8/12's on 8mm wallboard 104
First hoop girder 105 and longeron 103 are welded in as main support girder system outside interior template, use intersection inside interior template
φ 630 × 8 steel pipe 130 is as inner support.
Base arrangement uses the girder 107 of box the secondary beam 106 and 2HN 400x150x8/13 of B 200x100x6 to intersect and welds
It is connected on 6mm base plate as bed die support system.Arranging strut and tie 3 inside base plate 120 to be connected on steel pile casting 6, outside is passed through
To drawing reinforcing bar 7, sidewall 110 is strained with base plate 120.Base plate 120 is arranged above steel reinforcement cage 2, afterwards by bottom concrete 8
(C25 bottom concrete 1.5m) cast is fixing.Guider 4 it is disposed with on steel pile casting 6.
With reference to shown in Fig. 3-20, using the method that aforementioned means carries out bearing platform construction, step is followed successively by:
Step one: the steel pile casting 6 inner concrete stake at construction pier position has irrigated；
Step 2: relying on steel pile casting 6 designed elevation position on steel pile casting 6 to install bracket 12, bracket 12 is in order to hang at steel
Case 1 base plate 120 supported underneath steel lifted trunk 1；As it can be seen, arrange the bracket that 2 splayeds are arranged on each steel pile casting, with organizing steel
Bracket on casing is towards unanimously, and the bracket on the steel pile casting of different groups is oppositely arranged (see accompanying drawing 5,6).
Step 3: be sequentially completed steel lifted trunk base plate 120, steel reinforcement cage 2 and the installation of lower outrigger 9, each lower outrigger 9 horizontal parallel
Arrange, and vertical with steel pile casting 6, its two ends are stretched out and are formed Cantilever Beams (see accompanying drawing 7,8) outside steel pile casting 6；
Step 4: install the steel lifted trunk 1 guider 4 when transferring on steel pile casting 6, and steel reinforcement cage 2 is suspended on temporarily leads
(see accompanying drawing 9,10) on device 4；
Step 5: install suspension rod 5, jack 11 and the upper outrigger 10 when steel lifted trunk 1 is transferred, each steel pile casting 6 relative two
Side is respectively provided with a suspension rod 5, and steel lifted trunk 1 base plate 120 welds strut and tie 3 (see accompanying drawing 11,12)；
Step 6: install steel lifted trunk sidewall 110 and inner support steel pipe 130 thereof, utilizes drawing reinforcing bar 7 by sidewall 110 and the end
Plate 120 is attached；
Step 7: by outrigger 10 in jack 11 jacking, steel lifted trunk 1 is promoted a spacing by suspension rod 5 by upper outrigger 10
From, then cut off the bracket 12 below steel lifted trunk 1, transfer steel lifted trunk 1 to designed elevation by suspension rod 5, guider 4 when transferring
Guided (see accompanying drawing 13,14)；
Step 8: transferring steel reinforcement cage 2 and arrive base plate 120 position, install strut and tie 3 on steel pile casting 6, strut and tie 3 connects steel
Casing 6 and steel lifted trunk base plate 120, strut and tie 3 removes suspension rod 5, upper outrigger 10 and jack 11 (see accompanying drawing after installing
15、16)；
Step 9: pour bottom concrete 8, steel reinforcement cage 2 is poured fixing (see accompanying drawing 17) by bottom concrete；
Step 10: bottom concrete 8 draws water after reaching design strength, cuts off the steel pile casting 6 of more than bottom concrete, tension and compression
Bar 3, removes lower outrigger 9 (see accompanying drawing 18)；
Step 11: exposure part 21 bending that steel reinforcement cage 2 exposes table on bottom concrete 8 is put into inside steel pile casting 6
Stake in (see accompanying drawing 19)；
Step 12: complete cushion cap 13 primary concreting (see accompanying drawing 20.)
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all essences in the present invention
Any amendment, equivalent and the improvement etc. made within god and principle, should be included within the scope of the present invention.
Claims (5)
1. the device that can improve bottom concrete bearing capacity, it is characterised in that: include steel lifted trunk, steel reinforcement cage, strut and tie
And guider, steel lifted trunk arranges around each steel pile casting, and steel lifted trunk includes sidewall and base plate, and side wall construction uses hoop secondary beam
And second hoop girder and longeron cross weld on wallboard as interior template, use the first hoop girder and longitudinal beam welding in
As main support girder system outside interior template, the steel pipe of intersection inside interior template, is used to use case as inner support, base arrangement
Type secondary beam and girder cross weld as bed die support system, arrange strut and tie and are connected to steel pile casting on base plate inside base plate
On, outside by drawing reinforcing bar sidewall and base plate to be strained, each steel pile casting the sidewall near tip position be designed with in order to
Steel lifted trunk transfers the guider of guiding, and each steel pile casting is provided above the steel reinforcement cage around this steel pile casting, reinforcing bar at base plate
Cage is poured fixing by bottom concrete.
The device of bottom concrete bearing capacity can be improved the most as claimed in claim 1, it is characterised in that: guider is vertical
Steel pile casting outer wall is fixed, and it is towards steel lifted trunk corner.
The device of bottom concrete bearing capacity can be improved the most as claimed in claim 1, it is characterised in that: also include Cantilever Beams
And suspension rod, Cantilever Beams is fixed on steel pile casting end face, and suspension rod connects Cantilever Beams and steel lifted trunk base plate.
The device of bottom concrete bearing capacity can be improved the most as claimed in claim 3, it is characterised in that: under Cantilever Beams includes
Outrigger and upper outrigger, lower outrigger is fixed on steel pile casting end face, and upper outrigger is supported in above lower jumping beam by jack, and suspension rod connects
Upper and lower outrigger and steel lifted trunk base plate.
5. use the method that in Claims 1-4, device described in any claim carries out bearing platform construction, it is characterised in that step
It is followed successively by:
Step one: the steel pile casting inner concrete stake at construction pier position has irrigated；
Step 2: relying on steel pile casting to install bracket in designed elevation position, bracket is in order to hang at steel lifted trunk base plate supported underneath steel
Case；
Step 3: be sequentially completed steel lifted trunk base plate, steel reinforcement cage and the installation of lower outrigger；
Step 4: install guider when steel lifted trunk is transferred on steel pile casting, and steel reinforcement cage is suspended on guider temporarily；
Step 5: install suspension rod, jack and upper outrigger when steel lifted trunk is transferred, steel lifted trunk base plate welding strut and tie；
Step 6: install steel lifted trunk sidewall and inner support thereof, utilizes drawing reinforcing bar to be attached with base plate by sidewall；
Step 7: by outrigger in jack jacking, steel lifted trunk is promoted certain distance by suspension rod by upper outrigger, then cuts off steel
Bracket below box, transfers steel lifted trunk to designed elevation by suspension rod；
Step 8: transfer steel reinforcement cage Board position on earth, installs strut and tie on steel pile casting, and strut and tie connects steel pile casting and steel lifted trunk
Base plate, strut and tie removes suspension rod, upper outrigger and jack after installing；
Step 9: pour bottom concrete, steel reinforcement cage is poured fixing by bottom concrete；
Step 10: bottom concrete draws water after reaching design strength, cuts off the steel pile casting of more than bottom concrete, strut and tie, tears open
Except lower outrigger；
Step 11: the stake inside steel pile casting is put in the part bending that steel reinforcement cage exposes table on bottom concrete；
Step 12: complete cushion cap primary concreting.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| CN106192767A true CN106192767A (en) | 2016-12-07 |
| CN106192767B CN106192767B (en) | 2017-12-26 |
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| 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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| Publication number | Publication date |
|---|---|
| CN106192767B (en) | 2017-12-26 |
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