CN201762818U - FRP-rubber-steel compound pipe concrete structure - Google Patents
FRP-rubber-steel compound pipe concrete structure Download PDFInfo
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- CN201762818U CN201762818U CN201020530459XU CN201020530459U CN201762818U CN 201762818 U CN201762818 U CN 201762818U CN 201020530459X U CN201020530459X U CN 201020530459XU CN 201020530459 U CN201020530459 U CN 201020530459U CN 201762818 U CN201762818 U CN 201762818U
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Abstract
The utility model discloses a FRP-rubber-steel compound pipe concrete structure, which is formed by a FRP layer (1), a rubber layer (2), a steel pipe (3) and a core concrete (4) from outer to inner, wherein the FRP layer (1), the rubber layer (2) and the steel pipe (3) are cohered into an integrated compound pipe through resin; the core concrete (4) is filled in the compound pipe; and the compound pipe has a function of restraining reinforcement to the inside core concrete (4). The utility model overcomes the known shortcomings of concrete-filled steel tubes and FRP pipe concrete structures, has the advantages of high bearing capacity, good stretchability, designable yield point elongation, designable secondary rigidity after being yielded, big bearing force storage, good damping performance and high durability, has excellent resistance of vibration and high capability of absorbing vibrating loading energy in seldom occurred earthquake, and can be applied to the components in the field of civil construction structure, such as pillar, pier, and the like.
Description
Technical field
The utility model relates to a kind of concrete structure, and especially a kind of clad pipe concrete structure belongs to the civil engineering structure technical field.
Background technology
Traditional encased structures, have advantages such as easy construction, energy-dissipating property is good, rigidity is big, its core concrete is under the constraint of steel pipe, and supporting capacity and deformability have obtained large increase, especially it has good ductility, is widely used in high level, strides and bridge construction greatly.But, because the plastic-elastic stress-strain stress relation of steel, to be limited to definite value in case steel pipe is surrendered its restraint forces, concrete binding effect is no longer increased, and the intensity of steel pipe is lower, for large-scale high axle power concrete structure, must adopt thick walled steel tube, steel using amount is big, in addition, steel pipe is easy to take place corrosion, and durability is relatively poor.
FRP (fiber-resin composite) is because its lightweight, high-strength, corrosion resistant good characteristic, in the civil engineering seismic hardening, the reinforcement field has obtained widespread usage, consider the application advantage of FRP in particular surroundings, the FRP pipe concrete is as the bridge pier of newly-built structure, rod structure, has wide application space, because the high-strength and linear elasticity mechanical characteristic of FRP, the FRP pipe concrete of amount of restraint abundance shows as the strain-stress relation of bilinearity enhanced type, FRP can provide powerful constraint for core concrete, yet because the limiting strain of FRP is lower, the failure damage pattern of FRP pipe concrete has significantly " brittle fracture " feature, destroy suddenly, ductility is relatively poor, and residual bearing capacity is low behind the peak value load, and this has had a strong impact on its anti-seismic performance.
Earthquake takes place frequently, and how at utmost to reduce casualties and property loss that earthquake brings, and the ability that improves civil engineering structure opposing earthquake disaster is the inevitable requirement to various structures.Under the rarely occurred earthquake effect, the common steel tube concrete structure can enter the plastic stage with being difficult to avoid, and the secondary rigidity after the surrender approaches zero, and the bearing capacity deposit is low; Although FRP pipe concrete structure has the strain-stress relation of enhanced type, failure mode is crisp, residual bearing capacity is low; Simply FRP is wrapped in steel pipe and forms the clad pipe concrete outward, because the lower limiting strain ability of FRP, after steel pipe surrender soon, FRP promptly can rupture, and does not reach " many levels are set up defences " and the purpose of performance design of the existing earthquake resistant code of China, and What is more, traditional view, FRP is applied prestressing force be used for the confined concrete post, this will shift to an earlier date the destruction of FRP more, reduce the ductility of structure.
At structure in the past, the researcher has also developed correlation technique the ductility that provides structure enough has been provided, and gives structure surrender back certain reinforcement rigidity, improves the bearing capacity deposit of structure, alleviates macroseism load lower section degree of injury.As at the ordinary reinforced concrete post, improve the ductility of structure by reasonably weaken reinforcing bar and concrete binding performance, the destructive process of weak bonding provides the increase of ductility for structure; Do not have the bonding reinforcing bar and the bonding reinforcing bar is arranged by mixed configuration, reinforcement rigidity after structure is surrendered is provided, improve the bearing capacity deposit of structure, under normal load, there is the bonding reinforcing bar that the bearing capacity of operational phase is provided, at this moment, not having the bonding reinforcing bar does not work as yet, under rarely occurred earthquake, do not have the bonding reinforcing bar and just enter work, the bearing capacity of surrender back second stage is provided; And for example No. " 200620040250.9 ", Chinese patent, a kind of " part binding prestress compo (FRP) reinforced concrete beam " disclosed, the pre-stress FRP muscle has the adhesive structure form in beam end and concrete employing, section and concrete adopt no adhesive structure form in girder span, and no bonding measure improves the distortion of structure greatly and improves ductile performance.
Summary of the invention
The purpose of this utility model provides a kind of FRP-rubber-steel pipe concrete structure, in the hope of structure under seismic load and judder load action, guarantee that structure has the ability of enough bearing capacity deposits, ductility and good absorption vibrating load energy, the good resistance shock stability under the implementation structure rarely occurred earthquake.This structure is particularly suitable for as members such as the newly-built stake that antidetonation is had specific (special) requirements (as lifeline engineering), post, bridge pier, ocean platforms.
For this reason, the utility model provides a kind of FRP-rubber-steel pipe concrete structure, and this structure comprises that FRP layer, rubber layer, steel pipe and four part ecto-entads of core concrete constitute jointly; Wherein, FRP layer, rubber layer and three parts of steel pipe are by clad pipe integral body of resin-bonded formation, and core concrete is filled in clad pipe inside, and clad pipe is to the inner core concrete humidification that imposes restriction.
Aforesaid FRP-rubber-steel pipe concrete structure, FRP layer, rubber layer and steel pipe are positioned at around the core concrete hoop, and steel pipe is the first floor constraint material of core concrete, and the FRP layer is the second layer constraint material of core concrete; Rubber layer is between FRP layer and steel pipe, utilize the low-elasticity-modulus of rubber layer, high distortion, the easy performance of recovering, the constraint humidification of buffering FRP layer, the thickness of rubber layer has been filled the gap between FRP layer and the steel pipe, makes the two-layer constraint material of FRP layer and steel pipe produce a time difference when constraint strengthens to core concrete; Core concrete is when pressurized, at first, steel pipe performance effect of contraction as the first floor constraint material, the intensity of core concrete and deformability obtain the phase I enhancing, at this moment, the FRP layer has not been given play to the effect of contraction to core concrete as yet, when outer load continues to increase, the core concrete lateral expansion causes the transverse compression of rubber layer, gap between FRP layer and the steel pipe is reduced gradually, the FRP layer produces gradually to the effect of contraction of core concrete, the intensity of core concrete and deformability obtain further second stage and strengthen, because the existence of rubber layer, make steel pipe to phase I of core concrete strengthen with the FRP layer second stage of core concrete is strengthened between " yield point elongation " that is similar to the reinforcement yielding stage of appearance; Rubber layer has been postponed the fracture of FRP layer, makes structure have better ductility; Simultaneously, the FRP layer strengthens the secondary rigidity that provides structure to strengthen in steel pipe surrender back to the second stage constraint of core concrete, makes structure have enough bearing capacity deposits; The high damping characteristic of rubber layer provides the ability of good absorption vibrating load energy for structure.
In structure of the present utility model, steel pipe provides the enhancing of phase I constraint to core concrete, because steel pipe is in case surrender, its restraint stress will be limited to definite value, core concrete is after the steel pipe surrender, it is constant that supporting capacity will keep, rubber layer provides the compression stroke of steel pipe surrender back lateral deformation for core concrete, make core concrete after the steel pipe surrender, show one section " yield point elongation ", the gap that the length of " yield point elongation " is filled by rubber layer thickness is determined that this gap reduces gradually in the expansion process of core concrete; The FRP layer provides the constraint of second stage to strengthen to core concrete, and FRP is high-strength linear elasticity material, and core concrete can continue to increase significantly at the bearing capacity of second stage; After the FRP fault rupture, steel pipe can continue as core concrete certain restraint forces is provided, and keeps the higher remaining supporting capacity of structure.Structure of the present utility model is when pressurized, and its curves of stress-strain relationship shows as elastic-plastic phase, surrender stage, strain and remaining stage four-stage.
In this structure, FRP layer, rubber layer and three parts of steel pipe are by clad pipe integral body of resin-bonded formation, comprise between rubber layer and the steel pipe and between FRP layer and the rubber layer by resin-bonded, described resin is a kind of in epoxide-resin glue, vinylite, the polyurethane resin, the coarse processing of should polishing of described outer surface of steel tube.
The section form of described structure comprises that circle, ellipse, square, rectangle, rounding are square, rounding rectangle etc.
The rubber of described rubber layer is natural rubber or neoprene, its principal character is that modulus of elasticity is little, resilience good, damping capacity is good, has bigger distortion and recovery characteristics, and its thickness is decided by the sectional dimension of " yield point elongation " needed length and structure.
Described FRP layer is that a kind of or several specific admixtures wherein in one or more layers of glass fiber, carbon fiber, aramid fiber, basalt fibre or the polyester fiber form, and machine direction is along the hoop in cross section.
The utility model has overcome known concrete filled steel tube, the existing defective of FRP pipe concrete structure, has the bearing capacity height, ductility is good, the secondary rigidity of strengthening after programmable yield point elongation and the programmable surrender, the bearing capacity deposit is big, damping capacity is good, and good endurance especially has the ability of excellent anti-seismic performance and good absorption vibrating load energy under rarely occurred earthquake.Concrete beneficial effect is as follows:
The intensity height of FRP, good endurance, in light weight, the intensity of steel is low, ductility good, play the mould height, the bullet mould of rubber is low, deformability is strong, easily recover, the damping height, FRP-rubber-steel pipe concrete structure has made full use of the advantageous feature of three kinds of materials, for core concrete provides a kind of special novel lateral restraint, obtain the mechanical property of high-bearing capacity, high ductility, constraint stage by stage strengthens makes structure have the bearing capacity deposit of the abundance under the rarely occurred earthquake, the safety that improves structure greatly.
Because the existence of rubber layer, postponement has delayed the performance of FRP layer effect of contraction, postponed the fracture of FRP layer, make structure have better ductility, simultaneously, the high damping characteristic of rubber layer, can consume the structural vibrations energy, reduce the earthquake response of structure, guarantee that structure under the effect repeatedly of judder load, has the ability of good absorption seismic energy.
Because FRP layer good endurance,, solved the steel pipe corrosion problem of common steel tube concrete structure for rubber layer and steel pipe provide the durability protection.
FRP-rubber-steel pipe the concrete structure of the utility model, the mechanical properties such as secondary rigidity that strengthen its yield point elongation and surrender back, by parametric synthesis such as the intensity of FRP layer, rubber layer and steel pipe, thickness decision, can design according to actual demands of engineering, designability is strong, but " many levels are set up defences " of implementation structure antidetonation and the purpose of performance design.
Description of drawings:
Fig. 1 is the organigram of circular cross-section FRP-rubber-steel pipe concrete structure;
Fig. 2 is the organigram of elliptic cross-section FRP-rubber-steel pipe concrete structure;
Fig. 3 is the organigram of square sectional FRP-rubber-steel pipe concrete structure;
Fig. 4 is the organigram of rounding square-section FRP-rubber-steel pipe concrete structure;
Fig. 5 is the organigram of square-section FRP-rubber-steel pipe concrete structure;
Fig. 6 is the organigram of rounding square-section FRP-rubber-steel pipe concrete structure;
Fig. 7 is that compression chord-strain curve of FRP-rubber-steel pipe concrete structure and steel pipe/FRP pipe concrete structure compares.
At accompanying drawing 1～accompanying drawing 6,1 is the FRP layer; 2 is rubber layer; 3 is steel pipe; 4 is core concrete.
In accompanying drawing 7, shown in curve be respectively: A is the compression chord-strain curve of encased structures; B is FRP pipe concrete structure compression chord-strain curve; C is FRP-rubber-steel pipe concrete structure compression chord-strain curve; In FRP-rubber-steel pipe concrete structure compression chord-strain curve, a is that elastic-plastic phase, b are that surrender stage, c are that strain, d are the remaining stage.
The specific embodiment:
Understand for technical characterictic of the present utility model, purpose and effect being had more clearly, now contrast the description of drawings specific embodiment of the present utility model.The utility model provides a kind of FRP-rubber-steel pipe concrete structure, it is characterized in that this structure comprises that FRP layer 1, rubber layer 2, steel pipe 3 and 4 four part ecto-entads of core concrete constitute jointly; Wherein, FRP layer 1, rubber layer 2 and 3 three parts of steel pipe are by clad pipe integral body of resin-bonded formation, and core concrete 4 is filled in clad pipe inside, and clad pipe is to inner core concrete 4 humidification that imposes restriction.
Described FRP layer 1, rubber layer 2 and steel pipe 3 are positioned at around core concrete 4 hoops, and steel pipe 3 is first floor constraint material of core concrete 4, and FRP layer 1 is the second layer constraint material of core concrete 4; Rubber layer 2 is between FRP layer 1 and steel pipe 3, utilize the low-elasticity-modulus of rubber layer 2, high distortion, the easy performance of recovering, the constraint humidification of buffering FRP layer 1, the thickness of rubber layer 2 has been filled the gap between FRP layer 1 and the steel pipe 3, makes FRP layer 1 and steel pipe 3 two-layer constraint material produce a time difference when 4 constraints strengthen to core concrete; Core concrete 4 is when pressurized, at first, steel pipe 3 performance effect of contractions as the first floor constraint material, the intensity of core concrete 4 and deformability obtain the phase I enhancing, at this moment, FRP layer 1 has not been given play to the effect of contraction to core concrete 4 as yet, when outer load continues to increase, core concrete 4 lateral expansions cause the transverse compression of rubber layer 2, gap between FRP layer 1 and the steel pipe 3 reduces gradually, the effect of contraction of 1 pair of core concrete 4 of FRP layer produces gradually, the intensity of core concrete 4 and deformability obtain further second stage and strengthen, because the existence of rubber layer 2, make phase I of 3 pairs of core concretes 4 of steel pipe strengthen second stage with 1 pair of core concrete 4 of FRP layer strengthen between " yield point elongation " that is similar to the reinforcement yielding stage of appearance; Rubber layer 2 has been postponed the fracture of FRP layer 1, makes structure have better ductility; Simultaneously, the secondary rigidity that provides structure to strengthen in steel pipe 3 surrender backs is provided the second stage of 1 pair of core concrete 4 of FRP layer, makes structure have enough bearing capacity deposits; After 1 fracture of FRP layer, steel pipe 3 can continue as core concrete 4 certain restraint forces is provided, and keeps the higher remaining supporting capacity of structure; The high damping characteristic of rubber layer 2 provides the ability of good absorption vibrating load energy for structure.
Described FRP layer 1, rubber layer 2 and 3 three parts of steel pipe are by clad pipe integral body of resin-bonded formation, comprise between rubber layer 2 and the steel pipe 3 and between FRP layer 1 and the rubber layer 2 by resin-bonded, described resin is a kind of in epoxide-resin glue, vinylite, the polyurethane resin.
Described a kind of FRP-rubber-steel pipe concrete structure, its section form comprise that circle, ellipse, square, rectangle, rounding are square, rounding rectangle etc.
The rubber of described rubber layer 2 is natural rubber or neoprene, its principal character is that modulus of elasticity is little, resilience good, damping capacity is good, has bigger distortion and recovery characteristics, and its thickness is decided by the sectional dimension of " yield point elongation " needed length and structure.
Described FRP layer 1 is for a kind of in one or more layers of glass fiber, carbon fiber, aramid fiber, basalt fibre or the polyester fiber or several specific admixtures wherein form, machine direction is along the hoop in cross section, the coarse processing of should polishing of described steel pipe 2 external surfaces.
In order to further specify operating principle of the present utility model and technique effect, Fig. 7 has illustrated compression chord-strain curve of FRP-rubber of the present utility model-steel pipe concrete structure and steel pipe/FRP pipe concrete structure to compare, compression chord-the strain curve of FRP-rubber-steel pipe concrete structure shows as elastic-plastic phase a, the surrender stage b, strain c and remaining stage d four-stage, 3 pairs of core concretes 4 of steel pipe provide the enhancing of phase I constraint, mainly show as elastic-plastic phase a, because rubber layer 2 provides the compression stroke of steel pipe 3 surrender back lateral deformations for core concrete 4, make core concrete 4 after steel pipe 3 surrenders, show one section " yield point elongation ", promptly surrender stage b, the gap that the length of " yield point elongation " is filled by rubber layer 2 thickness is determined that this gap reduces gradually in the expansion process of core concrete 4; 1 pair of core concrete 4 of FRP layer provides the enhancing of second stage constraint, and FRP is high-strength linear elasticity material, and core concrete 4 can continue to increase significantly at the bearing capacity of second stage, shows as strain c; After 1 fracture of FRP layer, steel pipe 3 can continue as core concrete 4 certain restraint forces is provided, and keeps the higher remaining supporting capacity of structure, promptly remaining stage d.Compression chord-the strain curve of the utility model structure shows the bearing capacity height, and ductility is good, the secondary rigidity of strengthening after programmable yield point elongation and the programmable surrender.
The utility model manages with existing FRP/and concrete filled steel tube is compared has bigger advantage, it is a kind of structure of innovation, especially the ability that under rarely occurred earthquake, has excellent anti-seismic performance and good absorption oscillatory load energy, can satisfy " many levels are set up defences " and the needs of Performance Design of structural seismic, be applicable to the structural elements that antidetonation is had specific (special) requirements.
Claims (6)
1. FRP-rubber-steel pipe concrete structure is characterized in that this structure comprises that FRP layer (1), rubber layer (2), steel pipe (3) and (4) four part ecto-entads of core concrete constitute jointly; Wherein, FRP layer (1), rubber layer (2) and (3) three parts of steel pipe are by clad pipe integral body of resin-bonded formation, and core concrete (4) is filled in clad pipe inside, and clad pipe is to inner core concrete (4) humidification that imposes restriction.
2. FRP-rubber according to claim 1-steel pipe concrete structure, it is characterized in that FRP layer (1), rubber layer (2) and steel pipe (3) are positioned at around core concrete (4) hoop, steel pipe (3) is the first floor constraint material of core concrete (4), and FRP layer (1) is the second layer constraint material of core concrete (4); Rubber layer (2) is positioned between FRP layer (1) and the steel pipe (3), and the thickness of rubber layer (2) has been filled the gap between FRP layer (1) and the steel pipe (3), the constraint humidification of buffering FRP layer (1).
3. according to claim 1,2 described a kind of FRP-rubber-steel pipe concrete structures, it is characterized in that, FRP layer (1), rubber layer (2) and (3) three parts of steel pipe are by clad pipe integral body of resin-bonded formation, comprise between rubber layer (2) and the steel pipe (3) and between FRP layer (1) and the rubber layer (2) by resin-bonded, described resin is a kind of in epoxide-resin glue, vinylite, the polyurethane resin.
4. a kind of FRP-rubber according to claim 1-steel pipe concrete structure is characterized in that, the section form of described structure comprises circle, ellipse, square, rectangle, square, the rounding rectangle of rounding.
5. according to claim 1,2 described a kind of FRP-rubber-steel pipe concrete structures, it is characterized in that the rubber of described rubber layer (2) is natural rubber or neoprene.
6. according to claim 1,2 described a kind of FRP-rubber-steel pipe concrete structures, it is characterized in that, described FRP layer (1) is a kind of in one or more layers of glass fiber, carbon fiber, aramid fiber, basalt fibre or the polyester fiber or several specific admixtures wherein form, and machine direction is along the hoop in cross section.
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| CN201020530459XU CN201762818U (en) | 2010-09-16 | 2010-09-16 | FRP-rubber-steel compound pipe concrete structure |
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| CN201020530459XU CN201762818U (en) | 2010-09-16 | 2010-09-16 | FRP-rubber-steel compound pipe concrete structure |
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| CN101967853A (en) * | 2010-09-16 | 2011-02-09 | 南京林业大学 | Fiber reinforce plastic (FRP)-rubber-steel composite pipe concrete structure |
| CN102409808A (en) * | 2011-11-28 | 2012-04-11 | 北京工业大学 | Steel tube concrete superposed column with mild steel casing outer packed concrete at bottom and preparation method thereof |
| CN102409782A (en) * | 2011-11-28 | 2012-04-11 | 北京工业大学 | Steel tube concrete frame inbuilt steel plate shear wall with soft steel sleeves at bottom and producing method of steel tube concrete frame inbuilt steel plate shear wall |
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| CN106013612A (en) * | 2016-07-05 | 2016-10-12 | 风范绿色建筑（常熟）有限公司 | Shock-absorbing and compression-resisting concrete filled steel tubular column |
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| CN106812229A (en) * | 2017-03-22 | 2017-06-09 | 华侨大学 | Combination constraint double steel plate concrete shear force wall and its construction method |
| CN108360749A (en) * | 2018-02-12 | 2018-08-03 | 哈尔滨工大嘉图科技发展有限公司 | A kind of FRP- steel interlining composite pipes concrete column and preparation method thereof |
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| CN101967853A (en) * | 2010-09-16 | 2011-02-09 | 南京林业大学 | Fiber reinforce plastic (FRP)-rubber-steel composite pipe concrete structure |
| CN102409808A (en) * | 2011-11-28 | 2012-04-11 | 北京工业大学 | Steel tube concrete superposed column with mild steel casing outer packed concrete at bottom and preparation method thereof |
| CN102409782A (en) * | 2011-11-28 | 2012-04-11 | 北京工业大学 | Steel tube concrete frame inbuilt steel plate shear wall with soft steel sleeves at bottom and producing method of steel tube concrete frame inbuilt steel plate shear wall |
| CN102409756A (en) * | 2011-11-28 | 2012-04-11 | 北京工业大学 | Steel tube concrete frame inbuilt steel plate core cylinder with soft steel sleeves at bottom and producing method of steel tube concrete frame inbuilt steel plate core cylinder |
| CN102409809A (en) * | 2011-11-28 | 2012-04-11 | 北京工业大学 | Concrete-filled steel tube column provided with soft steel bushing and embedded with high-tenacity material and manufacturing method thereof |
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| CN103074847B (en) * | 2013-01-21 | 2016-01-06 | 福州大学 | The construction method of reinforced concrete combination pier stud |
| CN103074847A (en) * | 2013-01-21 | 2013-05-01 | 福州大学 | Novel reinforced-concrete combined pier column and construction method thereof |
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| CN104005567A (en) * | 2014-05-07 | 2014-08-27 | 北京工业大学 | Ultra-high-performance concrete reinforced concrete column with fiber reinforced polymers wound around steel pipe |
| CN105821758A (en) * | 2016-03-16 | 2016-08-03 | 广东工业大学 | Steel pipe self-stress concrete cylinder entwined with fiber reinforced composite material |
| CN105780753A (en) * | 2016-03-28 | 2016-07-20 | 北京中岩大地科技股份有限公司 | Construction method for stabilized soil piles |
| CN106013612A (en) * | 2016-07-05 | 2016-10-12 | 风范绿色建筑（常熟）有限公司 | Shock-absorbing and compression-resisting concrete filled steel tubular column |
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| CN106812229A (en) * | 2017-03-22 | 2017-06-09 | 华侨大学 | Combination constraint double steel plate concrete shear force wall and its construction method |
| CN106812229B (en) * | 2017-03-22 | 2022-05-03 | 华侨大学 | Combined constraint double-steel-plate concrete shear wall and construction method thereof |
| CN108360749A (en) * | 2018-02-12 | 2018-08-03 | 哈尔滨工大嘉图科技发展有限公司 | A kind of FRP- steel interlining composite pipes concrete column and preparation method thereof |
| CN111648385A (en) * | 2020-05-18 | 2020-09-11 | 浙江大学 | Anti-slide pile cushioning layer coupled with porous high-damping structure and high-strength protective layer |
| CN111648385B (en) * | 2020-05-18 | 2021-04-06 | 浙江大学 | Processing method of anti-slide pile cushioning layer coupled with porous cushioning structure and shock absorption protective layer |
| CN113981955A (en) * | 2021-11-02 | 2022-01-28 | 中煤江南建设发展集团有限公司 | Construction method of test pile |
| CN114673305A (en) * | 2022-03-25 | 2022-06-28 | 湖南大学 | Longitudinal and transverse bidirectional CFRP (carbon fiber reinforced plastics) confined concrete-filled steel tube column with buffer cushion and construction method thereof |
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