CN206070380U - A kind of device that can improve bottom concrete bearing capacity - Google Patents
A kind of device that can improve bottom concrete bearing capacity Download PDFInfo
- Publication number
- CN206070380U CN206070380U CN201621006858.XU CN201621006858U CN206070380U CN 206070380 U CN206070380 U CN 206070380U CN 201621006858 U CN201621006858 U CN 201621006858U CN 206070380 U CN206070380 U CN 206070380U
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- China
- Prior art keywords
- steel
- bottom concrete
- pile casting
- base plate
- lifted trunk
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Abstract
The utility model discloses a kind of device 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 base plate, each steel pile casting is designed with transferring the guider being oriented to steel lifted trunk in the side wall near tip position, each steel pile casting is provided with the steel reinforcement cage around the steel pile casting above base plate, and steel reinforcement cage pours fixation by bottom concrete.This utility model makes full use of the self-strength and bond stress of bottom concrete, the consumption and the steel using amount of steel lifted trunk of the saving bottom concrete of high degree under the sea situation that off-lying sea can be overcome severe；Overcome conventional shear connector arrange less than the situation of bottom concrete base plate in low tide, use can be met in the high-rise pile cap construction of any sea situation.
Description
Technical field
This utility model belongs to building structure and construction field, it is adaptable to waterborne, particularly under the conditions of severe sea condition
Offshore approach span high-rise pile cap cast-in-place construction.
Background technology
At present, the marine high-rise pile cap of bridge spanning the sea is constructed using box, needs to pour back cover before cushion cap pouring construction mixed
Solidifying soil, so as to become subaqueous work into dry application work, due to by impacts such as marine tide, stormy waves and typhoons, marine steel lifted trunk is received
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, determining, due to the restriction 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 and bond stress of bottom concrete, traditional handicraft is entered
Row is following to be introduced：
1) method (or temporary structure) that traditional handicraft is adopted：
The first is by increasing the thickness of bottom concrete improving the contact area of bottom concrete and steel pile casting, entering
And improve the intensity and bond stress of bottom concrete.
Second is to adopt shear connector.When marine lowest water level less than bottom concrete bottom absolute altitude when, can by
Weld shear connector to improve the intensity and bond stress of bottom concrete on steel pile casting between steel lifted trunk base plate and bottom concrete.
The third method is to pour cushion cap point two-layer.In order to reduce the stress of bottom concrete, by cushion cap point two-layer, point
It is secondary twice to be poured, after bottom concrete reaches intensity, ground floor cushion cap is poured, ground floor 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 ground floor 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, it is 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 larger
Position often concentrate near steel pile casting position, by increase bottom concrete thickness method, 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 are mixed
The weight of the structure that solidifying soil also increases, in the case where cushion cap bottom absolute altitude determines, increased the bottom absolute altitude of bottom concrete, so as to
The consumption of the weight and bottom concrete of the box of increase, the construction safety of the box of impact also increase operating expenses.
Add although the larger position of bottom concrete stress can be directed to using the method for conventional shear connector and carry out intensity
By force 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 base concrete bottom absolute altitude, if not having this time window in work progress, shear connector cannot be welded under water, from
And cause this method infeasible.Therefore only just may be used less than the situation of bottom concrete base plate in low tide in this way
OK, this suitability for the construction of Offshore Pile Cap is very harsh.
Although the intensity and bond stress that the method for pouring by several times can solve the problems, such as bottom concrete is layered using cushion cap,
It is that placement layer by layer needs to wait ground floor cushion cap construct second layer cushion cap after reaching intensity, period will also enter to ground floor cushion cap
Row dabbing, have impact on the construction period for middle-size and small-size cushion cap；And also affect the presentation quality of cushion cap.
Utility model content
The purpose of this utility model is：A kind of device that can improve bottom concrete bearing capacity is proposed, can overcome
Under the severe sea situation in off-lying sea, the self-strength and bond stress of bottom concrete, the saving back cover coagulation of high degree are made full use of
The steel using amount of the consumption and steel lifted trunk of soil；Overcome conventional shear connector set less than the situation of bottom concrete base plate in low tide
Put, use can be met in the high-rise pile cap construction of any sea situation.
This utility model purpose 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, steel lifted trunk includes side wall and base plate, strut and tie is set on the inside of base plate and is connected to steel pile casting
On, outside by drawing reinforcing bar to tense side wall and base plate, each steel pile casting the side wall near tip position be designed with to
The guider that steel lifted trunk decentralization is oriented to, each steel pile casting are provided with the steel reinforcement cage around the steel pile casting, reinforcing bar above base plate
Cage pours fixation by bottom concrete.
Alternatively, the vertical steel pile casting outer wall of guider is fixed, and which is towards steel lifted trunk corner.
Alternatively, also including Cantilever Beams and suspension rod, Cantilever Beams are fixed on steel pile casting top surface, suspension rod connection Cantilever Beams and steel
Box base plate.
Used as further selecting, 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 above lower jump beam by jack, suspension rod connects upper and lower outrigger and steel lifted trunk base plate.
Alternatively, side wall construction adopts ring secondary beam and the second ring girder to make on wallboard with longeron cross weld
For inner template, using the first ring girder and longitudinal beam welding on the outside of inner template as main support girder system, adopt on the inside of inner template
With the steel pipe for intersecting as inner support.
Alternatively, base arrangement adopts box secondary beam and girder cross weld on base plate as bed die support system.
Aforementioned this utility model main formula case and its each further selection scheme can be with independent assortments to form multiple schemes,
Can adopt for this utility model and claimed scheme；And this utility model, (each non conflicting selection) select between and and
Other can also independent assortment between selecting.Those skilled in the art after this utility model scheme is understood according to prior art and
Common knowledge can understand there is multiple combination, be the claimed technical scheme of this utility model, and here does not do exhaustion.
The beneficial effects of the utility model：Overcome conventional shear connector using limitation, while and overcome need increase
Bottoming concrete thickness meeting the shortcoming of the requirement of bottom concrete intensity and bond stress, for a fairly large number of sea of bridge pier
Access bridge, using the new structure and its construction technology, can effectively save construction costs, improve efficiency of construction, it is ensured that be marine
The safety of high-rise pile cap, economy and reliability.
1. dead load is light, low cost：
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
The requirement for spending to meet bottom concrete intensity and bond stress, reduces the height of the consumption and steel lifted trunk of bottom concrete.
2. structure is quick and easy for installation, improves construction effect, reduces construction risk：
Early stage is transferred in steel lifted trunk, steel reinforcement cage has been completed processing and arrange that steel lifted trunk is transferred in place afterwards to steel lifted trunk
After base plate is blocked with steel pile casting interface, steel reinforcement cage is also transferred in place therewith, is processed without the need for Site Welding, is improve construction work(
Effect, whole construction are all constructed on the water, reduce construction risk.
3. structure stress reliability, maximally utilises the bearing capacity of current material：
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 bond stress and bearing capacity of the concrete strength of the position to improve bottom concrete
Safety and feasibility.Clearly, power transmission is reliable, be easy to construction for whole system stress.
4. overcome conventional shear connector uses limitation, with wide applicability：
Conventional shear connector can only be arranged less than the situation of bottom concrete base plate in low tide, using this reinforcing bar cage assembly
And the construction technology after improving can meet use in the high-rise pile cap construction of any sea situation.
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 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 bracket arrangement 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 base 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 site plan；
Figure 13 is the elevation after this patent cuts off the bracket of box bottom；
Figure 14 is the elevation after the decentralization in place of this patent box；
Figure 15 is that this patent steel essence cage transfers elevation in place, after strut and tie installation；
Figure 16 is that this patent steel essence cage transfers steel lifted trunk plane graph in place, after strut and tie installation；
Figure 17 is the elevation after this patent bottom concrete is poured；
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 this patent steel lifted trunk completes to draw water the bending of steel reinforcement cage top rebars into the elevation after pile foundation；
Figure 20 is that this patent steel lifted trunk completes the elevation after cushion cap is poured；
Wherein 1 is steel lifted trunk, 2 is steel reinforcement cage, 21 is steel reinforcement cage exposure part, 3 is strut and tie, 4 is guider, 5 are
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 base plate, 130 be steel pipe, 101 be ring secondary beam, 102 be the second ring girder,
103 is longeron, 104 is wallboard, 105 is the first ring girder, 106 is box secondary beam, 107 is girder.
Specific embodiment
Following non-limiting examples are used to illustrate this utility model.
With reference to shown in Fig. 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, also including Cantilever Beams and suspension rod 5, steel lifted trunk is arranged (as schemed institute around each steel pile casting 6
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 base plate 120, side
Wall construction adopts ring secondary beam 101 and the second ring girder 102 and 103 cross weld of longeron on wallboard 104 as internal model
Plate, is welded on the outside of inner template as main support girder system with longeron 103 using the first ring girder 105, is adopted on the inside of inner template
With the steel pipe 130 of decussation as inner support, base arrangement adopts box secondary beam 106 and 107 cross weld of girder in base plate
On as bed die support system, strut and tie 3 is set on the inside of base plate and is connected on steel pile casting 6, outside is by drawing reinforcing bar 7 by side wall
110 are tensed with base plate 120, and to drawing reinforcing bar 7 to connect the second ring girder 102 and base plate 120, each steel pile casting 6 is near top
The side wall of position is designed with transferring the guider 4 being oriented to steel lifted trunk 1, and 4 vertical steel pile casting of guider, 6 outer wall is fixed,
And which is towards 1 four jiaos of steel lifted trunk；As illustrated, the guider on two groups of steel pile castings is symmetrical arranged, and each group steel 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 base plate 120
Top is provided with the steel reinforcement cage 2 around the steel pile casting 6, and steel reinforcement cage 2 pours fixation by bottom concrete 8 afterwards, and steel reinforcement cage 2 is used
To increase bottom concrete Final 8 degree and bond stress near steel pile casting 6.Cantilever Beams are horizontally disposed with and are fixed on 6 top surface of steel pile casting,
Cantilever Beams include the lower outrigger 9 be arrangeding in parallel up and down and upper outrigger 10, and lower outrigger 10 is fixed on 6 top surface of steel pile casting, upper outrigger 9 by
Jack 11 is supported in above lower jump 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
Into steel lifted trunk 1 along steel pile casting 6 decentralization, guider 4 is oriented to steel lifted trunk 1 in decentralization process, prevents under steel lifted trunk 1
There is off normal and inclination during putting.
With planar dimension as 11m × 26m, as a example by cushion cap thickness is for the access bridge cushion cap of 3.5m, structure composition is described below：
Side wall construction using the ring secondary beam 101 and HN400x150x8/13 of I14 the second ring girder 102 with
103 cross weld of longeron of HN350x175x7/11 on 8mm wallboards 104 as inner template, using HM588X300X8/12's
First ring girder 105 is welded on the outside of inner template as main support girder system, using intersection on the inside of inner template with longeron 103
630 × 8 steel pipes 130 of φ are used as inner support.
Base arrangement intersects weldering using the girder 107 of the box secondary beam 106 and 2HN 400x150x8/13 of B 200x100x6
It is connected on 6mm base plates as bed die support system.Arrange strut and tie 3 to be connected on steel pile casting 6 on the inside of base plate 120, outside passes through
To drawing reinforcing bar 7 that side wall 110 is tensed with base plate 120.Steel reinforcement cage 2 is disposed with above base plate 120, afterwards by bottom concrete 8
(C25 bottom concrete 1.5m) cast is fixed.Guider 4 is disposed with steel pile casting 6.
With reference to shown in Fig. 3-20, the method for carrying out bearing platform construction using aforementioned means, step are followed successively by：
Step one：6 inner concrete stake of steel pile casting 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 is to hang in steel
1 base plate of case, 120 supported underneath steel lifted trunk 1；As illustrated, the bracket of 2 splayed arrangements is set on each steel pile casting, with group steel
Towards unanimously, the bracket on the steel pile castings of different groups is oppositely arranged (see accompanying drawing 5,6) to bracket on casing.
Step 3：It is sequentially completed the installation of steel lifted trunk base plate 120, steel reinforcement cage 2 and lower outrigger 9, each 9 horizontal parallel of lower outrigger
Arrange, and it is vertical with steel pile casting 6,6 outer formation Cantilever Beams of steel pile casting is stretched out at its two ends (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 is led
To on device 4 (see accompanying drawing 9,10)；
Step 5：Suspension rod 5, jack 11 and upper outrigger 10 when installation steel lifted trunk 1 is transferred, each steel pile casting 6 relative two
Side is respectively provided with a suspension rod 5, welding strut and tie 3 of 1 base plate of steel lifted trunk 120 (see accompanying drawing 11,12)；
Step 6：Steel lifted trunk side wall 110 and its inner support steel pipe 130 are installed, using to reinforcing bar 7 being drawn by side wall 110 and bottom
Plate 120 is attached；
Step 7：By outrigger 10 in 11 jacking of jack, steel lifted trunk 1 is lifted a spacing by suspension rod 5 by upper outrigger 10
From, the bracket 12 below steel lifted trunk 1 is then cut off, by the decentralization steel lifted trunk 1 of suspension rod 5 to designed elevation, guider 4 during decentralization
It is oriented to (see accompanying drawing 13,14)；
Step 8：Decentralization steel reinforcement cage 2 arrives 120 position of base plate, and strut and tie 3, the connection steel of strut and tie 3 are installed on steel pile casting 6
Casing 6 and steel lifted trunk base plate 120, strut and tie 3 remove suspension rod 5, upper outrigger 10 and jack 11 (see accompanying drawing after installing
15、16)；
Step 9：Bottom concrete 8 is poured, steel reinforcement cage 2 is poured fixed (see accompanying drawing 17) by bottom concrete；
Step 10：Bottom concrete 8 draws water after reaching design strength, cuts off steel pile casting 6, tension and compression more than bottom concrete
Bar 3, removes lower outrigger 9 (see accompanying drawing 18)；
Step 11：The bending of exposure part 21 that steel reinforcement cage 2 exposes 8 upper table of bottom concrete is put into inside steel pile casting 6
Stake in (see accompanying drawing 19)；
Step 12：13 primary concreting of cushion cap is completed (see accompanying drawing 20.)
Preferred embodiment of the present utility model is the foregoing is only, it is not to limit this utility model, all at this
Any modification, equivalent and improvement made within the spirit and principle of utility model etc., should be included in this utility model
Protection domain within.
Claims (6)
1. a kind of device that can improve bottom concrete bearing capacity, it is characterised in that：Including steel lifted trunk, steel reinforcement cage, strut and tie
And guider, the circular each steel pile casting arrangement of steel lifted trunk, steel lifted trunk include side wall and base plate, arrange strut and tie and connect on the inside of base plate
It is connected on steel pile casting, outside is by drawing reinforcing bar that side wall is tensed with base plate, each steel pile casting is in the side wall near tip position
It is designed with transferring the guider being oriented to steel lifted trunk, each steel pile casting is provided with the steel around the steel pile casting above base plate
Muscle cage, steel reinforcement cage pour fixation by bottom concrete.
2. the device of bottom concrete bearing capacity can be improved as claimed in claim 1, it is characterised in that：Guider is vertical
Steel pile casting outer wall is fixed, and which is towards steel lifted trunk corner.
3. the device of bottom concrete bearing capacity can be improved as claimed in claim 1, it is characterised 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 base plate.
4. the device of bottom concrete bearing capacity can be improved as claimed in claim 3, it is characterised in that：Under Cantilever Beams include
Outrigger and upper outrigger, lower outrigger are fixed on steel pile casting top surface, and upper outrigger is supported in above lower jump beam by jack, suspension rod connection
Upper and lower outrigger and steel lifted trunk base plate.
5. the device of bottom concrete bearing capacity can be improved as claimed in claim 1, it is characterised in that：Side wall construction is adopted
Ring secondary beam and the second ring girder and longeron cross weld on the wallboard as inner template, using the first ring girder with it is vertical
Beam is welded on the outside of inner template as main support girder system, using the steel pipe for intersecting as inner support on the inside of inner template.
6. the device of bottom concrete bearing capacity can be improved as claimed in claim 1, it is characterised in that：Base arrangement is adopted
Box secondary beam and girder cross weld are on base plate as bed die support system.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621006858.XU CN206070380U (en) | 2016-08-31 | 2016-08-31 | A kind of device that can improve bottom concrete bearing capacity |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621006858.XU CN206070380U (en) | 2016-08-31 | 2016-08-31 | A kind of device that can improve bottom concrete bearing capacity |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206070380U true CN206070380U (en) | 2017-04-05 |
Family
ID=58434548
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621006858.XU Expired - Fee Related CN206070380U (en) | 2016-08-31 | 2016-08-31 | A kind of device that can improve bottom concrete bearing capacity |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206070380U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110565673A (en) * | 2019-08-01 | 2019-12-13 | 中交二公局第二工程有限公司 | reinforced concrete bottom sealing structure of bearing platform in flood beach area and construction method thereof |
-
2016
- 2016-08-31 CN CN201621006858.XU patent/CN206070380U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110565673A (en) * | 2019-08-01 | 2019-12-13 | 中交二公局第二工程有限公司 | reinforced concrete bottom sealing structure of bearing platform in flood beach area and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170405 Termination date: 20210831 |