CN206635632U - A kind of FRP constraint concrete-filled steel tubular arch - Google Patents
A kind of FRP constraint concrete-filled steel tubular arch Download PDFInfo
- Publication number
- CN206635632U CN206635632U CN201720321159.2U CN201720321159U CN206635632U CN 206635632 U CN206635632 U CN 206635632U CN 201720321159 U CN201720321159 U CN 201720321159U CN 206635632 U CN206635632 U CN 206635632U
- Authority
- CN
- China
- Prior art keywords
- steel
- frp
- concrete
- arch
- steel pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Abstract
A kind of FRP constraint concrete-filled steel tubular arch, it the utility model is related to a kind of arch structure, think that solve traditional concrete-filled steel tubular arch is exposed to outside concrete using steel pipe, cause steel pipe arch structure easily to be surrendered, and make the problem of difficult, steel using amount is big, welding job is heavy, perishable and service life is short.The utility model includes steel flanged beam arch rib and two bases, two bases are symmetricly set on the both ends of steel flanged beam arch rib, the steel flanged beam arch rib includes steel pipe, FRP layers and concrete, FRP layers are coated on the outer layer of steel pipe, and FRP layers and steel pipe) by resin-bonded into multiple tube, casting concrete in multiple tube.The utility model is used for the reinforcement and repair of concrete structure and steel construction.
Description
Technical field
It the utility model is related to a kind of arch structure, and in particular to a kind of FRP constraint concrete-filled steel tubular arch.
Background technology
Traditional concrete-filled steel tubular arch has the advantages that from heavy and light, compression strength is high, convenient, its core coagulation of constructing
Soil three dimension stress state is under the effect of contraction of peripheral steel pipe, when uniaxial compression compared with, compression strength increases substantially,
Fragility be improved significantly；Certain restriction effect is played in the presence of core concrete to the bending deformation of steel pipe simultaneously, can
Delay steel pipe tube wall that local buckling occurs to early.Therefore concrete-filled steel tube arch is in science of bridge building, metro tunnel excavation supporting and big
It is used widely in span spatial structure.
It is exposed to yet with peripheral steel pipe outside concrete, the technology such as the anti-corrosion of conventional steel concrete arch, fire prevention, antirust
It is required that higher, the susceptibility-to-corrosion of especially steel pipe causes this preferably arch component to be seldom applied in the environment of high corrosion.
Typically steel pipe is protected using the measure such as anticorrosive coating in Practical Project, but it is incident be great number anti-corrosion and dimension
Protect cost.In addition, if concrete-filled steel tube arch load is larger, member section often using be relatively large in diameter, wall thickness it is thicker
Steel pipe provides enough clamping forces to concrete, but can produce steel pipe manufacturing is difficult, steel using amount is big, welding job is heavy etc. simultaneously
Problem；According to compound or high strength steel pipe, then the problems such as difficulty of construction is big, cost is higher be present.
In the last few years, fibre reinforced composites (Fiber Reinforced Polymer-FRP) were due to tension
Intensity height, corrosion resistance and good, from heavy and light, anti-fatigue performance is strong the advantages that more be applied to strengthening reconstruction field.It is emerging
FRP constraint concrete arch structure uses FRP sleeve pipes to provide stronger sidewise restraint for core concrete, it is possible to increase the limit of arch
Bearing capacity, while the problem of FRP chemical stability can avoid traditional concrete-filled steel tube arch perishable again.But FRP belongs to
In linear elastic materials, structure generation destruction normally behaves as FRP bodys and is bursting at the collision, although the pattern of this brittle break can lead to
Cross the optimization mode such as laying and obtain improvement to a certain degree, but its ductility degree improved can not still meet higher and higher antidetonation
Performance requirement；FRP is mostly flexible sheet material simultaneously, therefore the rigidity of FRP constraint concrete arch is also low compared with concrete-filled steel tube arch, and single
Body span is often smaller.Therefore the Chinese utility model patent of Application No. 201420830765.3 discloses a kind of segmented
The splicing construction of FRP pipe concrete arch ring monomers, the length of FRP constraint concrete arch structure can be effectively increased and across energy
Power, but the construction of this splicing construction is complex, is not easy to promote the use of.
Utility model content
The utility model is exposed to outside concrete to solve traditional concrete-filled steel tubular arch using steel pipe, causes steel pipe
Arch structure is easily surrendered, and makes the problem of difficult, steel using amount is big, welding job is heavy, perishable and service life is short,
And propose a kind of FRP constraint concrete-filled steel tubular arch.
A kind of FRP constraint concrete-filled steel tubular arch of the present utility model, its composition include steel flanged beam arch rib and two bases
Plinth, two bases are symmetricly set on the both ends of steel flanged beam arch rib, and the steel flanged beam arch rib includes steel pipe, FRP layers and concrete,
FRP layers are coated on the outer layer of steel pipe, and FRP layers and steel pipe by resin-bonded into multiple tube, casting concrete in multiple tube.
The utility model has the advantages that compared with prior art：
First, FRP constraint concrete-filled steel tube arch of the present utility model is due to the effect of FRP layer passive bounds so that steel pipe exists
The confined effect of concrete is strengthened after surrender and obtains continuing sufficiently developing, further increases the pressure resistance of concrete
Degree, and make to produce lasting Internal Force Redistribution between steel pipe and concrete, improve the bearing capacity of FRP constraint concrete-filled steel tube arch
And plastic deformation ability.
2nd, FRP material combination steel pipe use can substitute a part of steel pipe, not only alleviate the overall weight of structure, subtract
The wall thickness of thin large diameter steel pipe, reduce the steel using amount and cost of arch rib, additionally it is possible to delay the flexing of steel pipe, improve the stress of steel pipe
Performance.
3rd, FRP layers chemical property is stable, is not easy burn into good endurance, can solve the problem that common steel tube concrete arch steel pipe becomes rusty
The problem of erosion.Existing old arch bridge structure externally bonded FRP reinforcement material is alternatively using the principle of FRP constraint concrete-filled steel tube arch simultaneously to enter
Row anti-corrosion protection is with reinforcing.
4th, steel pipe has larger axial rigidity, can be used in concrete placement directly as template, can
The manufacturing cost of template is saved, shortens the duration, while can also avoid local buckling phenomenon occur during casting concrete；Together
Shi Gangguan can be used as Wound Dies in the taping process of FRP material, can save the manufacturing cost and knockout course of mould,
Reduce production cost.
5th, when increasing rubber layer between FRP layers and steel pipe, due to the presence of rubber layer, FRP layer effect of contractions have been delayed
Performance, postponed the fracture of FRP layers so that structure has more preferable ductility, while it is strong after steel pipe surrender to provide structure
The secondary rigidity changed, makes structure have enough bearing capacity deposits.The high damping characteristic of rubber layer, also can consumption s tructure vibration
Energy, reduce the earthquake response of structure, the anti-seismic performance of enhancing structure.
Brief description of the drawings
Fig. 1 is the schematic diagram of the utility model FRP constraint concrete-filled steel tubular arch；
Fig. 2 is that the cross sectional shape of steel flanged beam arch rib 2 is circular configuration schematic diagram；
Fig. 3 is that the cross sectional shape of steel flanged beam arch rib 2 is square structure schematic diagram；
Fig. 4 is that the cross sectional shape of steel flanged beam arch rib 2 is dumbbell-shaped structure schematic diagram；
Fig. 5 is the schematic diagram that FRP layers 3 and steel pipe 4 are provided with rubber layer 6；
Fig. 6 is the structural representation that arch rib of the present utility model is purlin formula arch；
Fig. 7 be steel flanged beam arch rib 2 quantity be three when, purlin formula arch cross sectional shape be triangular structure schematic diagram；
Fig. 8 be steel flanged beam arch rib 2 quantity be four when, purlin formula arch cross sectional shape be rectangular configuration schematic diagram；
Fig. 9 is that web member support 7 is composite pipe structure schematic diagram.
Embodiment
Embodiment one：Illustrate present embodiment with reference to Fig. 1, present embodiment includes steel flanged beam arch rib 2 and two
Basis 1, two bases 1 are symmetricly set on the both ends of steel flanged beam arch rib 2, and the both ends of steel flanged beam arch rib 2 respectively with both sides basis 1
Affixed, the steel flanged beam arch rib 2 includes steel pipe 4, FRP layers 3 and concrete 5, and FRP layers 3 are coated on the outer layer of steel pipe 4, and FRP layers
3 with steel pipe 4 by resin-bonded into multiple tube, casting concrete 5 in multiple tube, multiple tube applies effect of contraction to concrete 5,
Self-compacting concrete is selected during concrete perfusion, preferably using the disposable continuous symmetrical casting complete of pumping-up method.Casting complete
Afterwards, by all bored closures of steel pipe, and maintenance 28 days are stood.Steel pipe 4 is welded into tubular arch, real abdomen by straight steel pipe simmering and bending or steel plate
FRP layers 3 continuously along the ring of steel pipe 4 and are axially located at steel tube surface by formula arch rib 2 using steel pipe as Wound Dies, are made one layer or more
Layer FRP is managed, also using resin-bonded between each layer fiber.In order to ensure the bond effect between FRP layers 3 and steel pipe 4, enhancing is glued
Intensity and durability are pasted, before FRP fibers are pasted, steel pipe 4 should be surface-treated or blasting treatment, removing steel pipe surface
Iron rust, coating and the paint in face, and cleaned.FRP fibers should be pasted in time after the completion of surface treatment, otherwise can be reduced viscous
Knotting strength.The maintenance speed of binding agent can be improved by using equipment such as electric blanket or heaters simultaneously.FRP increases for fiber
Strong plastics.The line form of steel flanged beam arch rib 2 is that parabola shaped, circular arc or stretched wire are linear.
Steel flanged beam arch rib 2 is assembled by rib-lifting section, before rib-lifting section processing, should according to Theoretical Design arch axis coordinate and
Arch rise left in advance value carries out setting-out, determines rib-lifting section number and segmental length.Rib-lifting section is welded into by straight steel pipe simmering and bending or steel plate
Pipe, carries out assembly welding, and reserve concrete press-casting hole by design requirement, vibrate hole and exhaust after physical dimension passed examination
Hole etc..
The FRP fibers of outer layer can be divided into ring fiber and axial direction fibre according to the stickup direction of fibre bundle.When outsourcing FRP steel
When pipeline overhead lifting starts to bear external load effect, fiber is in hoop tension state, with the increase of load, close to ultimate bearing capacity
When, ring fiber regional area initially enters pressured state because roach gives birth to bending deformation, but before roach gives birth to unstability, it is overall
Still based on hoop tension, the influence of the stress check calculation of ring fiber to bearing capacity can be neglected.Therefore circumferentially paste
Fiber mainly produces hoop constraint to steel pipe by hoop tension, and then limits the development of steel pipe bending deformation, improves component
Stability bearing capacity and ductility.And axial direction fibre is completely in pressured state before test specimen reaches stability bearing capacity, due to loading
Starting stage deformation is smaller, and axial direction fibre forms the tubular structure for depending on steel tube surface, and this allows it to undertake partial pressure.
With the generation of arch structure unstability, part axial direction fibre is gradually converted to tension state, Jin Erqi due to the bending deformation of steel pipe
To the effect of limitation test piece deformation development, it is possible to increase the initial post-buckling behavior of arch.
(entirely across under the parabolic arch under Uniform Load or radial equipartition load action exemplified by encircleing by shaft pressuring load
Skene arch), description FRP constraint concrete-filled steel tube arch force-mechanism it is as follows：The starting stage is loaded, steel pipe and core concrete are straight
Connect and bear external load, and outermost FRP material is not subject to load action, and now FRP layers do not start to coagulation local products yet
Raw effect of contraction；When load is gradually increased until that the Poisson's ratio of concrete is more than steel, occur between concrete and steel pipe walls
Radial pressure, the increase of steel pipe radial deformation, FRP are same to core concrete with FRP pipes by radial pressure and hoop tension, steel pipe
When apply effect of contraction.Now core concrete is in three dimension stress state, and steel pipe is in biaxial stress state (radial pressure phase
It is smaller for axial direction, ring, can be neglected), FRP layers are in hoop tension state；Surrendered as load is increased up steel pipe,
The redistribution of axial compressive force is produced between steel pipe and core concrete, i.e. steel pipe bears pressure and constantly reduced, therefore steel pipe is from master
Bear axial compression stress and be changed into be primarily subjected to circumference stress, and because the passive bound of FRP pipes acts on, core concrete
Cuff, which is strengthened to obtain, to be continued sufficiently to develop, and core concrete by the double constraints of steel pipe and FRP pipes because being had higher
Compression strength；Finally, outermost layer FRP material reaches its ultimate strength at arch rib maximum distortion, occurs local fracture, concrete by
To effect of contraction reduce rapidly, steel pipe and the afforded axial compressive force of core concrete reach maximum, FRP constraint steel pipe
Unstability occurs for concrete arch, and bearing capacity is begun to decline.
Compared with conventional steel concrete arch, FRP constraint concrete-filled steel tube arch is made due to the effect of FRP layer additional constraints
Obtain steel pipe strengthens the confined effect of core concrete after surrender, further increases the compression strength of core concrete.Together
Effects of the Shi Gangguan due to bearing the footpath outward pressure from the constraint of FRP layers so that steel pipe is in more efficiently biaxial stress
State, the flexing of steel pipe can be delayed, improve the stress performance of steel pipe；And the effect of contraction of FRP layers also causes steel pipe bending
The rigidity in its section of Qu Qianhou is changed, and improves the plastic deformation ability of arch, can also improve arch to a certain extent
Anti-seismic performance.Therefore, steel pipe surrender is not meant to that FRP constraint concrete-filled steel tube arch has lost bearing capacity, just phase
Instead, during the creeping after steel pipe surrender, because the passive bound of FRP pipes acts on, the cuff of core concrete, which is strengthened, just to be obtained
To continuing sufficiently to develop, lasting Internal Force Redistribution is just produced between steel pipe and core concrete, so that FRP constraint steel
The bearing capacity and deformability of pipe concrete are improved significantly.
Concrete 5 in present embodiment is common self-compacting concrete or high-strength concrete.
FRP layers 3 in present embodiment are one or more layers plastics, described plastics be fiberglass reinforced plastics,
One or more in carbon fibre reinforced plastic, Basalt fiber reinforced plastic and aromatic polyamide fiber reinforced plastics, which mix, to be formed.Institute
The plastics stated are fiberglass reinforced plastics, carbon fibre reinforced plastic, Basalt fiber reinforced plastic and aramid fiber enhancing modeling
It is any ratio when several specific admixtures in material form, between each composition.
Resin in present embodiment is epoxy resin, unsaturated polyester resin, vinylite or phenolic resin.
Embodiment two：Illustrate present embodiment, the steel flanged beam arch rib 2 of present embodiment with reference to Fig. 2, Fig. 3 and Fig. 4
Cross sectional shape be circular, square, rectangle, ellipse or dumb-bell shape.Other compositions and annexation and embodiment one
It is identical.
Embodiment three：Illustrate present embodiment with reference to Fig. 5, present embodiment and embodiment one or two are not
Be that it also increases and has rubber layer 6, rubber layer 6 is arranged between FRP layers 3 and steel pipe 4, between FRP layers 3 and rubber layer 6, rubber
With resin-bonded between glue-line 6 and steel pipe 4.Rubber layer 6 plays the constraint humidification of FRP layers 3.In above-mentioned increase rubber layer
In 6 composite arch, steel pipe 4 is the first layer constraint material of concrete 5, and FRP layers 3 are the second layer constraint materials of concrete 5.Rubber
Glue-line 6 is between two layers of constraint material, and using its low-elasticity-modulus, high deformation, the characteristic easily recovered, the constraint of buffering FRP layers 3 increases
Pretend use so that 3 pairs of concrete 5 of steel pipe 4 and FRP layers generate a time difference when constraining.Concrete 5 is when being pressurized, first,
Steel pipe as first layer constraint material plays effect of contraction, and intensity and the deformability of concrete 5 obtain first stage enhancing,
Now, FRP layers 3 have not yet given play to the effect of contraction to concrete 5；When external load continues increase, the lateral expansion of concrete 5 draws
The transverse compression of rubber layer 6 is played, the gap between FRP layers 3 and steel pipe 4 is gradually reduced, and the constraint of 3 pairs of concrete of FRP layers is made
Produced with gradual, intensity and the deformability of concrete 5 obtain second stage enhancing.Rubber layer 6 has larger deformation and extensive
Multiple characteristic, can postpone the fracture of FRP layers so that structure has more preferable continuity；Meanwhile 3 pairs of core concrete of FRP layers
Second stage constraint enhancing provide structure secondary rigidity for strengthening after steel pipe surrender so that structure has enough carryings
Power deposit.Other compositions and annexation are identical with embodiment one or two.
Rubber layer 6 in present embodiment is natural rubber or neoprene.This material has larger deformation and extensive
Multiple characteristic, can postpone the fracture of FRP layers so that structure has more preferable continuity.
Embodiment four：Illustrate present embodiment with reference to Fig. 7, present embodiment is different from embodiment three
It is that it also increases and has several web members support 7, the quantity of steel flanged beam arch rib 2 is three, in terms of section：Three steel flanged beam arch ribs 2 are pressed
Triangle or del are arranged, several web members support 7, and the two of web member support 7 are provided between every adjacent steel flanged beam arch rib 2
End is affixed with both sides steel flanged beam arch rib 2 respectively.Present embodiment is encircleed for purlin formula.Other compositions and annexation and specific embodiment party
Formula three is identical.
Embodiment five：Illustrate present embodiment with reference to Fig. 8, present embodiment is different from embodiment three
It is that it also increases and has several web members support 7, the quantity of steel flanged beam arch rib 2 is four, in terms of section：Four steel flanged beam arch ribs 2 are pressed
Rectangle or inverted trapezoidal are arranged, several web members support 7 are provided between every adjacent steel flanged beam arch rib 2, and the both ends of web member support 7 are divided
It is not affixed with both sides steel flanged beam arch rib 2.Present embodiment is encircleed for purlin formula.Other compositions and annexation and embodiment three
It is identical.
Embodiment six：Illustrate present embodiment with reference to Fig. 9, the web member support 7 of present embodiment be steel pipe or by
The multiple tube that steel pipe 4 and FRP layers 3 are combined.Other compositions and annexation are identical with embodiment four or five.
Claims (6)
- A kind of 1. FRP constraint concrete-filled steel tubular arch, it is characterised in that：A kind of FRP constraint concrete-filled steel tubular arch Including steel flanged beam arch rib (2) and two bases (1), two bases (1) are symmetricly set on the both ends of steel flanged beam arch rib (2), described Steel flanged beam arch rib (2) includes steel pipe (4), FRP layers (3) and concrete (5), and FRP layers (3) are coated on the outer layer of steel pipe (4), and FRP layers (3) and steel pipe (4) by resin-bonded into multiple tube, casting concrete (5) in multiple tube.
- A kind of 2. FRP constraint concrete-filled steel tubular arch according to claim 1, it is characterised in that：The steel flanged beam arch The cross sectional shape of rib (2) is circular, square, rectangle, ellipse or dumb-bell shape.
- A kind of 3. FRP constraint concrete-filled steel tubular arch according to claim 1 or 2, it is characterised in that：The FRP is about Beam concrete-filled steel tubular arch also includes rubber layer (6), and the rubber layer (6) is arranged between FRP layers (3) and steel pipe (4), Between FRP layers (3) and rubber layer (6), between rubber layer (6) and steel pipe (4) with resin-bonded.
- A kind of 4. FRP constraint concrete-filled steel tubular arch according to claim 3, it is characterised in that：The FRP constraint steel Pipe concrete arch structure also includes several web members support (7), and the quantity of steel flanged beam arch rib (2) is three, in terms of section：Three realities Abdomen formula arch rib (2) is arranged that being provided with several web members between every adjacent steel flanged beam arch rib (2) supports by triangle or del (7)。
- A kind of 5. FRP constraint concrete-filled steel tubular arch according to claim 3, it is characterised in that：The outsourcing FRP steel Pipeline overhead lifting structure also includes several web members support (7), and the quantity of steel flanged beam arch rib (2) is four, in terms of section：Four steel flanged beam arches Rib (2) is arranged by rectangle or inverted trapezoidal, and several web members support (7) is provided between every adjacent steel flanged beam arch rib (2).
- A kind of 6. FRP constraint concrete-filled steel tubular arch according to claim 4 or 5, it is characterised in that：The web member branch Support (7) is steel pipe or the multiple tube being combined by steel pipe (4) and FRP layers (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720321159.2U CN206635632U (en) | 2017-03-29 | 2017-03-29 | A kind of FRP constraint concrete-filled steel tubular arch |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720321159.2U CN206635632U (en) | 2017-03-29 | 2017-03-29 | A kind of FRP constraint concrete-filled steel tubular arch |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206635632U true CN206635632U (en) | 2017-11-14 |
Family
ID=60259025
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720321159.2U Active CN206635632U (en) | 2017-03-29 | 2017-03-29 | A kind of FRP constraint concrete-filled steel tubular arch |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206635632U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106835936A (en) * | 2017-03-29 | 2017-06-13 | 哈尔滨工业大学 | A kind of FRP constraint concrete-filled steel tubular arch |
| CN110258366A (en) * | 2019-07-02 | 2019-09-20 | 重庆交通大学 | Using fabricated construction, the Arch Bridges Strengthening method that can actively carry |
| CN111424528A (en) * | 2020-04-20 | 2020-07-17 | 东南大学 | FRP (fiber reinforced plastic) pipe concrete arch structure with FRP longitudinal ribs and preparation method thereof |
| CN113718623A (en) * | 2021-08-05 | 2021-11-30 | 贵州省公路工程集团有限公司 | Hollow steel pipe concrete arch bridge structure |
| CN114214918A (en) * | 2021-12-31 | 2022-03-22 | 山东大学 | Socket assembling type arch rib, arch bridge, manufacturing method and construction method |
-
2017
- 2017-03-29 CN CN201720321159.2U patent/CN206635632U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106835936A (en) * | 2017-03-29 | 2017-06-13 | 哈尔滨工业大学 | A kind of FRP constraint concrete-filled steel tubular arch |
| CN110258366A (en) * | 2019-07-02 | 2019-09-20 | 重庆交通大学 | Using fabricated construction, the Arch Bridges Strengthening method that can actively carry |
| CN111424528A (en) * | 2020-04-20 | 2020-07-17 | 东南大学 | FRP (fiber reinforced plastic) pipe concrete arch structure with FRP longitudinal ribs and preparation method thereof |
| CN113718623A (en) * | 2021-08-05 | 2021-11-30 | 贵州省公路工程集团有限公司 | Hollow steel pipe concrete arch bridge structure |
| CN114214918A (en) * | 2021-12-31 | 2022-03-22 | 山东大学 | Socket assembling type arch rib, arch bridge, manufacturing method and construction method |
| CN114214918B (en) * | 2021-12-31 | 2022-08-23 | 山东大学 | Socket assembling type arch rib, arch bridge, manufacturing method and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206635632U (en) | A kind of FRP constraint concrete-filled steel tubular arch | |
| CN106835936A (en) | A kind of FRP constraint concrete-filled steel tubular arch | |
| Sundarraja et al. | Finite element modelling of CFRP jacketed CFST members under flexural loading | |
| Al Zand et al. | The enhanced performance of CFST beams using different strengthening schemes involving unidirectional CFRP sheets: An experimental study | |
| CN1936206A (en) | Steel-continuous-fiber composite-rib reinforced concrete earthquake-resisting structure | |
| Zeng et al. | Development and behavior of novel FRP-UHPC tubular members | |
| CN106760215A (en) | A kind of fiber-bamboo wood composite pipe concrete composite structure | |
| CN104652243A (en) | FRP tube concrete and FRP corrugated plate combined buried arch bridge and construction method thereof | |
| CN103243711A (en) | Composite pipe pile with inner ribs | |
| Yu et al. | Flexural Capacity of Fiber-Reinforced Polymer-Confined Concrete Column–Ring Beam Exterior Joints under Low Cyclic Loading | |
| CN103306431B (en) | Concrete reinforced pipe lattice column | |
| Thermou et al. | Metallic fabric jackets: an innovative method for seismic retrofitting of substandard RC prismatic members | |
| Manalo et al. | Investigation into fibre composites jacket with an innovative joining system | |
| Wu et al. | Experimental study of RC beams strengthened with distributed prestressed high-strength steel wire rope | |
| Al-Salloum et al. | Rehabilitation of the infrastructure using composite materials: overview and applications | |
| CN106352165B (en) | A kind of PCCP pipes pre-stressed carbon fiber reinforcing structure design | |
| CN206408838U (en) | A kind of fiber bamboo wood multiple tube concrete combination column | |
| CN108824228A (en) | A kind of method of bamboo combined housing reinforced bridge pier | |
| CN106835935A (en) | A kind of outsourcing FRP steel pipe arch structures | |
| Xia et al. | Seismic performance of underwater RC bridge piers strengthened with self-compacting concrete-filled BFRP jacket | |
| CN206635633U (en) | A kind of outsourcing FRP steel pipe arch structures | |
| Ehsani | Introducing a new honeycomb-FRP pipe | |
| CN208857718U (en) | A kind of structure of bamboo combined housing reinforced bridge pier | |
| Mohit et al. | Rehabilitation of Reinforced Concrete Circular Columns with Sprayed-Glass Fiber–Reinforced Polymer Composites | |
| Zhuo et al. | Seismic evaluation of precast piers with different rebar strength based on characterized resilience parameters |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |