CN110056204A - A kind of out no-conhesion prestressing underpins node - Google Patents
A kind of out no-conhesion prestressing underpins node Download PDFInfo
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- CN110056204A CN110056204A CN201910318291.1A CN201910318291A CN110056204A CN 110056204 A CN110056204 A CN 110056204A CN 201910318291 A CN201910318291 A CN 201910318291A CN 110056204 A CN110056204 A CN 110056204A
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- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 47
- 229910000831 Steel Inorganic materials 0.000 claims description 21
- 239000010959 steel Substances 0.000 claims description 21
- 230000007704 transition Effects 0.000 claims description 14
- 210000003205 muscle Anatomy 0.000 claims description 4
- 208000027418 Wounds and injury Diseases 0.000 abstract 1
- 230000006378 damage Effects 0.000 abstract 1
- 208000014674 injury Diseases 0.000 abstract 1
- 230000003014 reinforcing effect Effects 0.000 abstract 1
- 239000003351 stiffener Substances 0.000 description 9
- 238000007789 sealing Methods 0.000 description 7
- 238000000034 method Methods 0.000 description 5
- 238000009424 underpinning Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 239000000839 emulsion Substances 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 230000001680 brushing effect Effects 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000000314 lubricant Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000002161 passivation Methods 0.000 description 2
- 229920001343 polytetrafluoroethylene Polymers 0.000 description 2
- 239000004810 polytetrafluoroethylene Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- -1 polytetrafluoroethylene Polymers 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Reinforcement Elements For Buildings (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The present invention relates to a kind of out no-conhesion prestressings to underpin node, the integral working for underpining node and reinforcing transform beams and exchange pillar by presstressed reinforcing steel, and by the shift unit of transform beams lower part be placed on rail system and on the basis of, including cast-in-place concrete transform beams (1), in the arc rigid body and stretch-draw anchor rigid body of the setting of transform beams (1) surrounding, and it is looped around the presstressed reinforcing steel (2) of transform beams (1) periphery, the arc rigid body setting is in transform beams (1) with respect to two faces, the stretch-draw anchor rigid body is arranged in other two opposite face of transform beams (1), the presstressed reinforcing steel (2) is anchored on stretch-draw anchor rigid body around arc rigid body both ends.Compared with prior art, apparatus of the present invention force-mechanism is clear, is not necessarily to injury of primary exchange pillar when applying prestressing force, loss of prestress is low, and the structure for being applicable to larger load underpins.
Description
Technical field
The present invention relates to a kind of underpinning structures, underpin node more particularly, to a kind of out no-conhesion prestressing.
Background technique
Underpinning technique refer to by the load of original building by underpinning structure be effectively transmitted to moving track and on the basis of.
The load of inhering architecture mainly realizes the transmitting of power by the shearing between underpinning structure and former column contact interface.
Underpin node according to whether apply prestressing force can be divided into no prestressing force underpin node and prestressing force to underpin node two big
Class, wherein current already present prestressing force underpins node and specifically includes that Screw arbor with nut at both-ends prestressing force underpins node, oblique prestressing force support
It changes node and U-shaped oblique presstressed reinforcing steel underpins node.Screw arbor with nut at both-ends prestressing force underpins that the current studies in China of node is more, this is underpined
Joint structure is simple, highly-safe.But this underpins node and need to drill in former column, and loss of prestress is larger, is transferred to and underpins
The prestressing force at interface is unable to estimate.Oblique prestressing force underpins joint structure complexity, and prestressed functioning efficiency is lower, therefore actually answers
With less.U-shaped oblique presstressed reinforcing steel underpins joint structure complexity, groove need to be opened up in former column bottom, under the action of column load
The punching failure of node may be underpined, it is unfavorable to structure.
Summary of the invention
It is an object of the present invention to overcome the above-mentioned drawbacks of the prior art and provide a kind of external soap-free emulsion polymeization is pre-
Stress underpins node.
The purpose of the present invention can be achieved through the following technical solutions:
A kind of out no-conhesion prestressing underpins node, and the node that underpins is reinforced transform beams by presstressed reinforcing steel and underpined
The integral working of column, and by the shift unit of transform beams lower part be placed on rail system and on the basis of, including it is cast-in-place mixed
Solidifying native transform beams, the arc rigid body and stretch-draw anchor rigid body being arranged in transform beams surrounding, and it is looped around the pre- of transform beams periphery
Stress rib, in transform beams with respect to two faces, the stretch-draw anchor rigid body is arranged in transform beams other two for the arc rigid body setting
A opposite face, the presstressed reinforcing steel are anchored on stretch-draw anchor rigid body around arc rigid body both ends.
Further, the arc rigid body is described from the outside to the core successively including contact layer, curved plate and the first anchor plate
First anchor plate passes through the embedded bar being welded thereon and is fixed on the outside of transform beams.
Further, the section of the curved plate is parabolic type, parabola rise (vertex of a parabola and the first anchor
The distance of backing plate), projected length according to underpin joints determine, parabola rise e meet:
Wherein, q is to need to be applied to the uniformly distributed precharge pressure underpined on interface, and N is the stretching control force of presstressed reinforcing steel, la
For arc rigid body side anchor backing plate projected length, rise e is not less than 200mm, and projected length is identical as anchor plate length, and with underpin
The wide length difference of column is not more than 600mm.
Further, the curved plate and one layer of brushing lubricant of presstressed reinforcing steel contact surface or laying polytetrafluoroethylene (PTFE)
Plate, for contact layer, the coefficient of friction of the contact layer and presstressed reinforcing steel is not more than 0.005.
Further, the intersection of the arc rigid body and stretch-draw anchor rigid body is welded with transition cushion block, the transition
Cushion block and curved plate tie point two sides curve near tangent angle are 135-180 °, and the length of the transition cushion block is no more than described
The width of transform beams, and it is not more than 200mm.
Further, baffle is welded on the outside of the arc rigid body, the spacing of the two neighboring baffle is 200-
500mm, the height of baffle plate protrude presstressed reinforcing steel outer edge 20-50mm.
Further, ribbed stiffener is provided between the curved plate and the first anchor plate.
Further, the stretch-draw anchor rigid body successively includes heterotype steel plate and the second anchor plate from the outside to the core, and described the
Two anchor plates pass through the embedded bar being welded thereon and are fixed on the outside of transform beams.
Further, the deformed steel flats section is triangle or trapezoidal, and the deformed steel flats is passed through in presstressed reinforcing steel
Position aperture, the big 3-5mm of aperture ratio presstressed reinforcing steel diameter, aperture periphery is passivated processing.
Further, the deformed steel flats opens up bellmouth, the aperture of the bellmouth in presstressed reinforcing steel anchorage point
Size matches with used presstressed reinforcing steel anchorage.
Further, the stretch-draw anchor rigid body height h meets:
Wherein, F is to need to be applied to the concentration precharge pressure underpined on interface, and N is the stretching control force of presstressed reinforcing steel, lb
For stretch-draw anchor rigid body side anchor backing plate projected length, stretch-draw anchor rigid body height h is not less than 200mm.
Further, ribbed stiffener is provided between the heterotype steel plate and the second anchor plate.
Further, the stretch-draw anchor rigid body and arc rigid body are mutually fixed by embedded bar with transform beams, and described
Draw the embedded bar diameter of anchoring rigid body side to be not less than 16mm, every side quantity is no less than 3, outermost embedded bar with underpin
The distance at beam edge is not less than 300mm, the embedded bar diameter of arc rigid body side and the pre-buried steel of stretch-draw anchor rigid body side
Muscle is identical, and quantity is no less than the half of stretch-draw anchor rigid body side embedded bar quantity, and every side quantity is no less than 2.
Further, the curved plate both ends are additionally provided with sealing plate, increase the overall stiffness of arc rigid body.
Further, pass through welded connecting between the first anchor plate and the second anchor plate.
Concrete application method are as follows:
(1) transform beams longitudinal reinforcement and stirrup are bound；
(2) embedded bar is welded on the first anchor plate and the second anchor plate by plug welding of perforating, and by the first anchor pad
Plate and the second anchor plate are fixed on transform beams surrounding by embedded bar, and casting concrete, which is formed, initially underpins node；
(3) curved plate and sealing plate are processed according to design requirement, curved plate, sealing plate and ribbed stiffener is welded on fixed
On first anchor plate, the then welding baffle on the outside of curved plate；
(4) according to the processing profiled steel plate of design requirement, and position being passed through in presstressed reinforcing steel and opens up aperture, aperture periphery carries out
Then deformed steel flats and ribbed stiffener are welded on the second fixed anchor plate by Passivation Treatment.
(5) transition cushion block is made according to design requirement, and is welded on arc rigid body and stretch-draw anchor rigid body connecting portion, mistake
Crossing cushion block top surface curvature should ensure that the smooth transition of arc rigid body and stretch-draw anchor rigid body.
(6) transform beams concrete strength reach design strength 75% after, prestressed muscle simultaneously carries out pre- tensioning, to pre-
Tensioning meets the tensioning for carrying out presstressed reinforcing steel after design requirement again, passes through anchorage after the completion of tensioning and presstressed reinforcing steel is anchored at tensioning
It anchors on rigid body.
(7) shift unit and rail system are installed below transform beams, is then cut out and underpins former column, at this time external soap-free emulsion polymeization
Prestressing force underpin node by shift unit below will underpin load be all transferred to rail system and on the basis of.
(8) after the completion of building moving, former column will be underpined and connect with new basis, after connecting material reaches design strength,
Remove presstressed reinforcing steel, arc rigid body and stretch-draw anchor rigid body.
When structure underpins, tensioned prestressing bar is converted prestressing force by the effect of arc rigid body and stretch-draw anchor rigid body
For the compression for underpining interface, to improve the interface shearing-resistance ability for underpining node.
Compared with prior art, the invention has the following advantages:
1, out no-conhesion prestressing of the present invention underpins node, and only the tensioned prestressing bar on the outside of transform beams, is not necessarily to
The aperture on underpining former column, it is almost not damaged to former column surface.
2, this prestressing force, which underpins node, can be used prestress wire, be greatly improved the structural initial pre stress of application, and logical
It crosses and brushes the contact layer for reducing friction and can effectively reduce loss of prestress, therefore originally underpin the applicable larger load that underpins of node
Reinforced column.
3, node is underpined using prestressing force of the present invention, Yin Ben underpins node fabrication and installation simplicity, can effectively reduce and apply
The work period.
4, this prestressing force underpins node and mainly uses steel construction, thus underpin node self weight it is lighter, can effectively reduce displacement rail
The cost in road and basis, and the labor intensity in work progress can be substantially reduced.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of apparatus of the present invention；
Fig. 2 is the Section A-A figure in Fig. 1；
Fig. 3 is the section B-B figure in Fig. 1；
Fig. 4 is the structural schematic diagram of arc rigid body in the present invention；
Fig. 5 is the C-C sectional view in Fig. 4.
Shown in figure label:
1, transform beams；2, presstressed reinforcing steel；3, curved plate；4, contact layer；5, the first anchor plate；6, baffle；7, ribbed stiffener；
8, embedded bar；9, deformed steel flats；10, transition cushion block；11, sealing plate；12, the second anchor plate.
Specific embodiment
The present invention is described in detail with specific embodiment below in conjunction with the accompanying drawings.
Embodiment
A kind of out no-conhesion prestressing underpins node, is underpined as shown in Figure 1-3, underpining node by presstressed reinforcing steel reinforcement
The integral working of beam and exchange pillar, and by the shift unit of transform beams lower part be placed on rail system and on the basis of, packet
The arc rigid body and stretch-draw anchor rigid body for including cast-in-place concrete transform beams 1, the setting of 1 circumferentially-spaced of transform beams being set, Yi Jihuan
It is wound on the presstressed reinforcing steel 2 of 1 periphery of transform beams, is anchored on stretch-draw anchor rigid body after 2 tensioning of presstressed reinforcing steel.
Presstressed reinforcing steel 2 uses prestress wire, can apply biggish prestressing force, and then it is larger to bear superstructure
Underpin load.After the completion of avoiding 2 tensioning of presstressed reinforcing steel, the torque on stretch-draw anchor rigid body is uneven, and it is same to underpin node
The presstressed reinforcing steel 2 of side should be located at the outside or inside of stretch-draw anchor rigid body at anchoring position simultaneously.
Such as Fig. 4-5, arc rigid body successively includes contact layer 4, curved plate 3 and the first anchor plate 5, the first anchor from the outside to the core
The setting of backing plate 5 is in 1 outside of transform beams.The section of curved plate 3 is parabolic type, parabola rise (vertex of a parabola and first
The distance of anchor plate 5), projected length according to underpin joints determine, parabola rise e meet:
Wherein, q is to need to be applied to the uniformly distributed precharge pressure underpined on interface, and N is the stretching control force of presstressed reinforcing steel 2,
laFor arc rigid body side anchor backing plate projected length, rise e is not less than 200mm, and projected length is identical as anchor plate length, and with support
The wide length difference of column is changed no more than 600mm.
Curved plate 3 and 2 contact surface of presstressed reinforcing steel, one layer of brushing lubricant are laid with polyfluortetraethylene plate, are contact layer 4,
The coefficient of friction of the contact layer 4 and presstressed reinforcing steel 2 is not more than 0.005.
The intersection of arc rigid body and stretch-draw anchor rigid body is welded with transition cushion block 10, transition cushion block 10 and curved plate 3
Tie point two sides curve near tangent angle is 135-180 °, and the length of transition cushion block 10 is not more than the width of transform beams 1, and less
In 200mm.Baffle 6 is welded on the outside of arc rigid body, the spacing of two neighboring baffle 6 is 200-500mm, and baffle 6 highly protrudes
2 outer edge 20-50mm of presstressed reinforcing steel.Ribbed stiffener 7 is provided between curved plate 3 and the first anchor plate 5.3 both ends of curved plate
It is additionally provided with sealing plate 11, increases the overall stiffness of arc rigid body.
Stretch-draw anchor rigid body successively includes heterotype steel plate and the second anchor plate 12 from the outside to the core, and the setting of the second anchor plate 12 exists
1 outside of transform beams.9 section of deformed steel flats is triangle or trapezoidal, the position aperture that deformed steel flats 9 is passed through in presstressed reinforcing steel 2, hole
Diameter is 3-5mm bigger than 2 diameter of presstressed reinforcing steel, and aperture periphery is passivated processing.Deformed steel flats 9 is opened in 2 anchorage point of presstressed reinforcing steel
If bellmouth, the port size of the bellmouth matches with used 2 anchorage of presstressed reinforcing steel.Stretch-draw anchor rigid body height h
Meet:
Wherein, F is to need to be applied to the concentration precharge pressure underpined on interface, and N is the stretching control force of presstressed reinforcing steel 2,
lbFor stretch-draw anchor rigid body side anchor backing plate projected length, stretch-draw anchor rigid body height h is not preferably less than 200mm.Heterotype steel plate and
Ribbed stiffener 7 is provided between two anchor plates 12.
Stretch-draw anchor rigid body and arc rigid body are fixed by embedded bar 8 and 1 phase of transform beams, stretch-draw anchor rigid body side
8 diameter of embedded bar be not less than 16mm, every side quantity is no less than 3, outermost embedded bar 8 and 1 edge of transform beams
Distance is not less than 300mm, and 8 diameter of embedded bar of arc rigid body side is identical as the embedded bar 8 of stretch-draw anchor rigid body side, quantity
The no less than half of 8 quantity of stretch-draw anchor rigid body side embedded bar, and every side quantity is no less than 2.
Concrete application method are as follows:
(1) 1 longitudinal reinforcement of transform beams and stirrup are bound；
(2) embedded bar 8 is welded on the first anchor plate 5 and the second anchor plate 12 by plug welding of perforating, and by first
Anchor plate 5 and the second anchor plate 12 are fixed on 1 surrounding of transform beams by embedded bar, and casting concrete, which is formed, initially underpins section
Point；
(3) curved plate 3 and sealing plate 11 are processed according to design requirement, curved plate 3, sealing plate 11 and ribbed stiffener 7 is welded
On the first fixed anchor plate 5, then in 3 outside welding baffle 6 of curved plate；
(4) according to the processing profiled steel plate 9 of design requirement, and pass through position in presstressed reinforcing steel 2 and open up aperture, aperture periphery into
Then deformed steel flats 9 and ribbed stiffener 7 are welded on the second fixed anchor plate 12 by row Passivation Treatment.
(5) transition cushion block 10 is made according to design requirement, and is welded on arc rigid body and stretch-draw anchor rigid body connecting portion,
10 top surface curvature of transition cushion block should ensure that the smooth transition of arc rigid body and stretch-draw anchor rigid body.
(6) 1 concrete strength of transform beams reach design strength 75% after, prestressed muscle 2 simultaneously carries out pre- tensioning, to
Pre- tensioning meets the tensioning for carrying out presstressed reinforcing steel 2 after design requirement again, passes through anchorage after the completion of tensioning and is anchored at presstressed reinforcing steel 2
On stretch-draw anchor rigid body.
(7) shift unit and rail system are installed below transform beams, is then cut out and underpins former column, at this time external soap-free emulsion polymeization
Prestressing force underpin node by shift unit below will underpin load be all transferred to rail system and on the basis of.
(8) after the completion of building moving, former column will be underpined and connect with new basis, after connecting material reaches design strength,
Remove presstressed reinforcing steel 2, arc rigid body and stretch-draw anchor rigid body.
The above description of the embodiments is intended to facilitate ordinary skill in the art to understand and use the invention.
Person skilled in the art obviously easily can make various modifications to these embodiments, and described herein general
Principle is applied in other embodiments without having to go through creative labor.Therefore, the present invention is not limited to the above embodiments, ability
Field technique personnel announcement according to the present invention, improvement and modification made without departing from the scope of the present invention all should be of the invention
Within protection scope.
Claims (10)
1. a kind of out no-conhesion prestressing underpins node, which is characterized in that including cast-in-place concrete transform beams (1), underpining
The arc rigid body and stretch-draw anchor rigid body of beam (1) surrounding setting, and it is looped around the presstressed reinforcing steel (2) of transform beams (1) periphery, institute
The setting of arc rigid body is stated in transform beams (1) with respect to two faces, the stretch-draw anchor rigid body is arranged in transform beams (1) other two phase
Pair face, the presstressed reinforcing steel (2) is anchored on stretch-draw anchor rigid body around arc rigid body both ends.
2. a kind of out no-conhesion prestressing according to claim 1 underpins node, which is characterized in that the arc rigid body
It from the outside to the core successively include that contact layer (4), curved plate (3) and the first anchor plate (5), first anchor plate (5) are fixed on
On the outside of transform beams (1).
3. a kind of out no-conhesion prestressing according to claim 2 underpins node, which is characterized in that the curved plate
(3) section is parabolic type, and parabola rise e meets:
Wherein, q is to need to be applied to the uniformly distributed precharge pressure underpined on interface, and N is the stretching control force of presstressed reinforcing steel, laFor arc
Shape rigid body side anchor backing plate projected length, rise e are not less than 200mm, and projected length is identical as anchor plate length, and wide with exchange pillar
Length difference be not more than 600mm.
4. a kind of out no-conhesion prestressing according to claim 2 underpins node, which is characterized in that the arc rigid body
It is welded with transition cushion block (10) with the intersection of stretch-draw anchor rigid body, the transition cushion block (10) and curved plate (3) tie point
Two sides curve near tangent angle is 135-180 °.
5. a kind of out no-conhesion prestressing according to claim 1 underpins node, which is characterized in that the arc rigid body
Outside is welded with baffle (6), and the spacing of the two neighboring baffle (6) is 200-500mm, and baffle (6) height is protruded pre-
Stress rib (2) outer edge 20-50mm.
6. a kind of out no-conhesion prestressing according to claim 1 underpins node, which is characterized in that the stretch-draw anchor
Rigid body successively includes heterotype steel plate and the second anchor plate (12) from the outside to the core, and second anchor plate (12) is fixed on transform beams
(1) outside.
7. a kind of out no-conhesion prestressing according to claim 6 underpins node, which is characterized in that the deformed steel flats
(9) section is triangle or trapezoidal, the position aperture that the deformed steel flats (9) passes through in presstressed reinforcing steel (2), aperture ratio prestressing force
Muscle (2) big 3-5mm of diameter.
8. a kind of out no-conhesion prestressing according to claim 6 underpins node, which is characterized in that the deformed steel flats
(9) bellmouth, the port size of the bellmouth and used presstressed reinforcing steel anchorage are opened up in presstressed reinforcing steel (2) anchorage point
Match.
9. a kind of out no-conhesion prestressing according to claim 1 underpins node, which is characterized in that the stretch-draw anchor
Rigid body height h meets:
Wherein, F is to need to be applied to the concentration precharge pressure underpined on interface, and N is the stretching control force of presstressed reinforcing steel (2), lbFor
Stretch-draw anchor rigid body side anchor backing plate projected length, stretch-draw anchor rigid body height h are not less than 200mm.
10. a kind of out no-conhesion prestressing according to claim 1 underpins node, which is characterized in that the tensioning anchor
Gu rigid body and arc rigid body are mutually fixed by embedded bar (8) with transform beams (1), the embedded bar of stretch-draw anchor rigid body side
(8) diameter is not less than 16mm, and every side quantity is no less than 3, and outermost embedded bar (8) is at a distance from transform beams (1) edge
Not less than 300mm；Embedded bar (8) diameter of arc rigid body side is identical as embedded bar (8) of stretch-draw anchor rigid body side,
Quantity is no less than the half of stretch-draw anchor rigid body side embedded bar (8) quantity, and every side quantity is no less than 2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910318291.1A CN110056204B (en) | 2019-04-19 | 2019-04-19 | External unbonded prestress underpinning node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910318291.1A CN110056204B (en) | 2019-04-19 | 2019-04-19 | External unbonded prestress underpinning node |
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| CN110056204A true CN110056204A (en) | 2019-07-26 |
| CN110056204B CN110056204B (en) | 2024-03-19 |
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| CN201910318291.1A Active CN110056204B (en) | 2019-04-19 | 2019-04-19 | External unbonded prestress underpinning node |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110656786A (en) * | 2019-10-22 | 2020-01-07 | 同济大学建筑设计研究院(集团)有限公司 | Prestressed steel-concrete combined pile underpinning node and manufacturing method thereof |
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