CN105735108B - Built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure - Google Patents
Built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure Download PDFInfo
- Publication number
- CN105735108B CN105735108B CN201610105718.6A CN201610105718A CN105735108B CN 105735108 B CN105735108 B CN 105735108B CN 201610105718 A CN201610105718 A CN 201610105718A CN 105735108 B CN105735108 B CN 105735108B
- Authority
- CN
- China
- Prior art keywords
- bridge pier
- material layer
- uhpc
- viscoelastic material
- power consumption
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
Abstract
The invention discloses a kind of built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure, stem grafting seam section assembling bridge pier method of the energy dissipation capacity under geological process excitation with coxopodite section crushing is prevented is improved using the built-in anti-buckling support of replaceable ultra-high performance concrete (Ultra High Performance Concrete, UHPC) plate and viscoelastic material layer.The structure is four sides of coxopodite section respectively two blocks of UHPC plates of arrangement in stem grafting seam section assembling bridge pier vulnerable zone, viscoelastic material layer is set between bridge pier coxopodite section and UHPC plates, apply prestressing force using finish rolling deformed bar and UHPC plates are combined integral with coxopodite section, preserved pipeline between two blocks of UHPC plates, for placing anti-buckling support.Section assembling bridge pier is stitched using present invention treatment stem grafting, can not only ensure that bridge pier has good energy dissipation capacity and prevents coxopodite section from severe crush occurring under geological process excitation, and the quick reparation to bridge pier can be realized by changing UHPC plates, anti-buckling support and viscoelastic material layer after shake.
Description
Technical field
The present invention relates to middle highly seismic region bridge rapid construction technology and Seismic Design Method, more particularly to section assembling skill
Art, external prestressing technique and the damper technology using metal material power consumption, belong to field of civil engineering.
Background technology
Stem grafting seam section assembling bridge pier because have rapid construction advantage and self-resetting capability, including port Zhuhai and Macao bridge with
Canadian Federal bridge has obtained engineer applied in across the river bridge spanning the sea of some interior.The bridge pier of this form is by pier shaft edge
Vertically it is divided into some sections, Reinforcement to be disconnected at segmental joints, is connected using " stem grafting seam " between sections, or
Epoxy resin is filled in seam crossing to improve the durability of bridge pier, then connected into sections by the way of post-tensioned prestressing whole
Body.Domestic and foreign scholars by experimental and theoretical study find, stem grafting stitch section assembling bridge pier under seismic stimulation energy dissipation capacity compared with
Difference, and easily coxopodite section crush.
To improve the energy dissipation capacity that stem grafting stitches section assembling bridge pier, at present using most in engineering practice and scientific research
Method be stem grafting seam section assembling bridge pier in built-in power consumption reinforcing bar.Although this method can improve the power consumption energy of bridge pier
Power, but can cause to shake the residual deformation increase of rear abutment simultaneously, while built-in power consumption reinforcing bar is not easy to change after shake.
Hold squashy problem in seismic stimulation bottom sections for stem grafting seam section assembling bridge pier, using most in engineering
Method be to increase coxopodite section concrete constraint to improve the deformability of concrete, being included in coxopodite section concrete increases
Stirrup consumption, using concrete filled steel tube make coxopodite section or in coxopodite section concrete outer wrap FRP, this method really can
Enough mitigate degree of injury of the coxopodite section under seismic stimulation, but the concrete for damaging there is also not easily changeable problem after shake.
The content of the invention
Technical problem：It is an object of the invention to provide a kind of built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer
With anti-crushed structure, stem grafting seam section assembling is improved using the built-in anti-buckling support of replaceable UHPC plates and viscoelastic material layer
Bridge pier geological process excitation under energy dissipation capacity and prevent coxopodite section crushing, can not only be improved using the structure stem grafting seam section
The assembled bridge pier of section energy dissipation capacity and prevents coxopodite section crushing under seismic stimulation, and can be impaired by being changed after shake
UHPC plates and wherein built-in anti-buckling support and viscoelastic material layer quickly repair impaired bridge pier, and making for bridge is recovered in time
Use function.
Technical scheme：The present invention is a kind of built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed knot
Structure, the structure respectively arranges two blocks of UHPC plates being superimposed on four sides of bridge pier coxopodite section, is set between bridge pier coxopodite section and UHPC plates
Viscoelastic material layer, preserved pipeline is used for placing the anti-buckling branch being made up of power consumption core plate and constraint steel plate between two blocks of UHPC plates
Support, power consumption core plate and constraint steel plate are connected by screw bolt and nut；
Finish rolling deformed bar is horizontally through described UHPC plates and bridge pier coxopodite section, and the two ends of finish rolling deformed bar are by height
Strong nut and steel plate washer are fixed, and described UHPC plates apply prestressing force by both groups with bridge pier coxopodite section by finish rolling deformed bar
Synthesis is overall；
Described power consumption core plate is connected by pre-buried rod iron of the end reserving hole respectively with upper segment and cushion cap；
Rubber spacer is set between described bridge pier coxopodite section and UHPC plates and upper segment, prevents from being encouraged in geological process
Under cause upper segment to damage due to the collision of bridge pier coxopodite section, upper segment will increase with bridge pier coxopodite section seam crossing
Wall thickness, is gradually reduced to wall thickness.
Described pre-buried steel stick end diameter is slightly less than the reserving hole diameter of power consumption core plate end, and remainder diameter is big
In the diameter of power consumption core plate end reserving hole.
Described UHPC plates are made using the UHPC for mixing micro steel fiber.
Described power consumption core plate end sets ribbed stiffener.
Outside dimension of the described preserved pipeline size slightly larger than constraint steel plate.
Beneficial effect：Present invention contrast prior art has advantages below：
1. the invention is separated vulnerable zone with protected district using capacity protection principle, is applied using finish rolling deformed bar
Prestressing is integral using the UHPC plates as vulnerable zone and inner bottom sections as protected district, can pass through after shake
Loosening and tensioning again for finish rolling deformed bar, realizes the quick-replaceable to being damaged UHPC plates.
2. vulnerable zone uses UHPC plates, can make full use of the property of " splitting without broken " that UHPC has by mixing of steel fiber
Matter and the corrosion resistant property having because structure is closely knit.
3. viscoelastic material layer is set between bridge pier coxopodite section and UHPC plates, ensures to be encouraged in geological process by calculating
Under only bridge pier coxopodite section and UHPC plates between there is less relative displacement, using viscoelastic material occur detrusion when can
The operation principle of power consumption, increases the energy dissipation capacity of bridge pier, while viscoelastic material layer is only cementing with UHPC plates, with bridge pier coxopodite section
Soap-free emulsion polymeization, changes the replacement that UHPC plates are achieved that viscoelastic material layer after shake.
4. two blocks of replaceable UHPC plates, the provided pipe for placing anti-buckling support are respectively provided with four sides of bridge pier coxopodite section
Road is arranged between two blocks of UHPC plates, and such way is observed and changed after not only improving shake to anti-buckling support, is also had
Beneficial to preventing anti-buckling support corrosion.
5. anti-buckling support external constraint plate size will be slightly smaller than the size of preserved pipeline, the upper and lower end of the core plate that consumes energy
Portion is connected by pre-buried rod iron of the reserving hole respectively with upper sections and cushion cap, and pre-buried rod iron is small with reserving hole linkage section diameter
In reserving hole diameter, remainder so only need to will can just be consumed energy in outside with diameter greater than reserving hole diameter using nut
Core plate end fix, it is necessary to construction space it is small, not only improve replacing to anti-buckling support after shake, also ensure that power consumption core plate
Can be with Free Transform under geological process excitation.
6. need to set rubber spacer between stem grafting seam section assembling bridge pier coxopodite section and UHPC plates and upper segment, prevent ground
Because the collision of coxopodite section causes upper segment to damage under shake effect excitation, the damage that bridge pier may occur is this ensures that thered
Wound only concentrates on replaceable UHPC plates, is conducive to the timely use function of recovering bridge after shake, is that earthquake relief work gains time.
Brief description of the drawings
Fig. 1 is embodiment of the present invention structural section；
Fig. 2 is embodiment of the present invention construction top view；
Fig. 3 is anti-buckling support structure figure in the embodiment of the present invention.
Label declaration in figure：1- bridge piers coxopodite section, 2-UHPC plates, 3- viscoelastic material layers, 4- preserved pipelines, 5- power consumption core
Plate, 6- constraint steel plate, 7- bolts, 8- nuts, 9- ribbed stiffeners, 10- finish rolling deformed bars, 11. high-strength nuts, 12- steel plate washers,
13- power consumption core plates end reserving hole, 14- upper segments, the pre-buried rod irons of 15- and 16- rubber spacers.
Specific embodiment
The present invention is a kind of dry to improve by using the built-in anti-buckling support of replaceable UHPC plates and viscoelastic material layer
Energy dissipation capacity of the seam section assembling bridge pier under geological process excitation and the structure for preventing coxopodite section crushing, the structure need to make
With replaceable UHPC plates, viscoelastic material layer, power consumption core plate, constraint steel plate, finish rolling deformed bar, bolt, nut, high-strength spiral shell
Mother, steel plate washer, pre-buried rod iron and rubber spacer.
Described replaceable UHPC plates are respectively provided with two pieces, between UHPC plates and bridge pier coxopodite section on four sides of bridge pier coxopodite section
Viscoelastic material layer is set, by cementing connection between viscoelastic material layer and UHPC plates, by rubbing between bridge pier coxopodite section
Wiping power power transmission, preserved pipeline between two blocks of UHPC plates, for placing the anti-buckling support being made up of power consumption core plate and constraint steel plate,
Power consumption core plate and constraint steel plate are connected by screw bolt and nut, and described pipeline is symmetric with bridge pier center.
Described replaceable UHPC plates are integral by finish rolling deformed bar applying prestressing combination with inner bottom sections, lead to
The thickness for being calculated replaceable UHPC plates is crossed, there is the property of " splitting without broken " using UHPC because of mixing of steel fiber, it is ensured that shake
Afterwards replaceable UHPC plates only there is local damage and will not occurrence of large-area crushing, while inner bottom sections is still remained intact, foot
Enough support top dead loads and connection different segment apply prestressing force, can quick-recovery bridge pier soon by replacing UHPC plates after shake
Use function.
Coefficient of friction between described viscoelastic material layer and bridge pier coxopodite section should be less than the friction system between UHPC plates
Number, by applying suitable prestressing force, it is ensured that only occur between bridge pier coxopodite section and UHPC plates under geological process excitation smaller
Relative displacement, viscoelastic material layer can occur detrusion and produce power consumption, not have relative displacement between two blocks of UHPC plates.
Described preserved pipeline size is slightly larger than the size for constraining steel plate, wherein reserving hole of the core plate by end that consume energy
The pre-buried rod iron with upper segment and cushion cap is connected respectively, and pre-buried steel stick end diameter is slightly less than the preformed hole of power consumption core plate end
Hole dia, remainder diameter is then more than reserving hole diameter, and pre-buried steel stick end passes through reserving hole, then core plate end of consuming energy
Side props up pre-buried rod iron diameter increases section, and opposite side is fixed power consumption core plate end using nut.Stem grafting stitches section assembling bridge
Pier can be waved in the horizontal direction under geological process excitation so that power consumption core plate is subject to tension and compression repeatedly and elastoplasticity change occurs
Shape, reaches the purpose of power consumption, prevents power consumption core plate from the work of buckling failure occurring wherein the constraint steel plate in anti-buckling support is played
With, power consumption core plate and constraint steel plate between leave micro-pore, it is ensured that power consumption core plate be pressurized when with certain expansion space.
Pipeline and anti-buckling support in described replaceable UHPC plates are 8.
Stem grafting seam section assembling bridge pier coxopodite section and UHPC plates top need to set rubber spacer, under preventing geological process from encouraging
Because the collision of coxopodite section causes upper segment to damage.Simultaneously upper segment with coxopodite section seam crossing to increase wall thickness,
Be gradually reduced to wall thickness, can so ensured after shake when changing UHPC plates successively, bridge pier remain to effectively by top dead load and
Prestressing force passes to cushion cap.
The process of present invention specific implementation is as follows：
Step 1：Stem grafting seam each sections of section assembling bridge pier is transported to job site, each sections edge on cushion cap from precast plant
It is vertical place in order it is errorless after, the bottom surface of upper segment 14 has bonded rubber spacer 16, by post-tensioned prestressing by each section
Section connection is integral；
Step 2：One block of UHPC plate 2 is sequentially placed on 1 four sides of coxopodite section, viscoelastic material layer 3 has been glued in precast plant
Knot is on UHPC plates 2 such as Fig. 2；
Step 3：To be placed on by the anti-buckling support that bolt 7 and nut 8 are constituted by power consumption core plate 5 and constraint steel plate 6
The groove of UHPC plates 2, and by end reserving hole 13 and nut 8 respectively with upper segment 14 and cushion cap in pre-buried rod iron
15 are connected；
Step 4：Another block of UHPC plate 2 such as Fig. 2 is sequentially placed on 1 four sides of coxopodite section, two blocks of UHPC plates 2 are in preserved pipeline 4
Place's alignment, now anti-buckling support is just in preserved pipeline 4；
Step 5：Finish rolling deformed bar 10 is passed through the duct being reserved on coxopodite 1 and UHPC of section plates 2, according to《Highway bridge
Contain construction technique normalizing》On the regulation of tensioning finish rolling deformed bar 10 in JTG/TF50-2011, using relevant device to finish rolling
Spiral 10 applies prestressing force, and it is anchored using high-strength nut 11 and steel plate washer 12.
In the present embodiment, the UHPC plates 2 described in step 2 are made by the UHPC of incorporation micro steel fiber, UHPC plates 2
Thickness, by being calculated, is calculating principle to ensure that inner bottom sections 1 does not occur to damage.
In the present embodiment, described in step 2 coefficient of friction between viscoelastic material layer 3 and bridge pier coxopodite section 1 should be small
Coefficient of friction between UHPC plates 2, it is ensured that only occur between bridge pier coxopodite section 1 and UHPC plates 2 under the geological process excitation compared with
Small relative displacement, viscoelastic material layer 3 can occur detrusion and produce power consumption, without relative between two blocks of UHPC plates 2
Displacement.
In the present embodiment, preserved pipeline 4 and anti-buckling support are 8, provided pipe in the UHPC plates 2 described in step 3
The size of road 4 is slightly larger than the outside dimension of anti-buckling support, the occurred level under stem grafting seam section assembling bridge pier is encouraged in geological process
During deformation, whole anti-buckling support can Free Transform, give full play to energy dissipation capacity.
Although as described above, having been represented with reference to specific preferred embodiment and having described the present invention, it must not be explained
It is to the limitation of itself of the invention.Under the premise of the spirit and scope of the present invention for not departing from appended claims definition, can be right
It makes a variety of changes in the form and details.
Claims (4)
1. the bridge pier of a kind of built-in anti-buckling support and viscoelastic material layer consumes energy and anti-crushed structure, it is characterised in that the knot
Structure respectively arranges two blocks of UHPC plates (2) being superimposed on (1) four side of bridge pier coxopodite section, between bridge pier coxopodite section (1) and UHPC plates (2)
Set viscoelastic material layer (3), between two pieces of UHPC plates (2) preserved pipeline (4) for place by power consumption core plate (5) and constrain steel
The anti-buckling support of plate (6) composition, power consumption core plate (5) and constraint steel plate (6) are connected by bolt (7) and nut (8)；
Finish rolling deformed bar (10) is horizontally through described UHPC plates (2) and bridge pier coxopodite section (1), finish rolling deformed bar (10)
Two ends are fixed by high-strength nut (11) and steel plate washer (12), and described UHPC plates (2) and bridge pier coxopodite section (1) are by finish rolling spiral shell
Line reinforcing bar (10) applies prestressing force and combines both into entirety；
Described power consumption core plate (5) by end reserving hole (13) respectively with upper segment (14) and the pre-buried rod iron of cushion cap
(15) it is connected, described pre-buried rod iron (15) end diameter is slightly less than reserving hole (13) diameter of power consumption core plate (5) end, its
Diameter of the remaining part point with diameter greater than power consumption core plate (5) end reserving hole (13)；
Rubber spacer (16) is set between described bridge pier coxopodite section (1) and UHPC plates (2) and upper segment (14), is prevented on ground
Shake effect excitation under due to bridge pier coxopodite section (1) collision cause upper segment (14) to damage, upper segment (14) with
Bridge pier coxopodite section (1) seam crossing will increase wall thickness, be gradually reduced to wall thickness.
2. the bridge pier of built-in anti-buckling support according to claim 1 and viscoelastic material layer consumes energy and anti-crushed structure,
Characterized in that, described UHPC plates (2) are made using the UHPC for mixing micro steel fiber.
3. the bridge pier of built-in anti-buckling support according to claim 1 and viscoelastic material layer consumes energy and anti-crushed structure,
Characterized in that, described power consumption core plate (5) end sets ribbed stiffener (9).
4. the bridge pier of built-in anti-buckling support according to claim 1 and viscoelastic material layer consumes energy and anti-crushed structure,
Characterized in that, outside dimension of described preserved pipeline (4) size slightly larger than constraint steel plate (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610105718.6A CN105735108B (en) | 2016-02-26 | 2016-02-26 | Built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610105718.6A CN105735108B (en) | 2016-02-26 | 2016-02-26 | Built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105735108A CN105735108A (en) | 2016-07-06 |
| CN105735108B true CN105735108B (en) | 2017-06-16 |
Family
ID=56248544
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610105718.6A Active CN105735108B (en) | 2016-02-26 | 2016-02-26 | Built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105735108B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359363B (en) * | 2019-07-26 | 2021-01-01 | 山东建筑大学 | Partially-bonded prestressed assembly type self-resetting bridge pier column node and method |
| CN113373801A (en) * | 2021-06-30 | 2021-09-10 | 青岛理工大学 | But earthquake back quick replacement's prefabricated pier plasticity hinge structure |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004190254A (en) * | 2002-12-09 | 2004-07-08 | Mitsubishi Heavy Ind Ltd | Base isolating device for bridge pier, and bridge equipped with the same |
| JP2009221695A (en) * | 2008-03-14 | 2009-10-01 | Taisei Corp | Vibration control stud and its construction method |
| CN102304892A (en) * | 2011-07-29 | 2012-01-04 | 清华大学 | External energy-consumption self-resetting bridge pier stud structure system and realization method thereof |
| CN103147391A (en) * | 2013-03-29 | 2013-06-12 | 东南大学 | Corrosion-resistant self-centering bridge pier structure easy for seismic rehabilitation |
| CN203238803U (en) * | 2013-03-12 | 2013-10-16 | 同济大学 | Novel mixed energy-dissipation shock-absorption support |
| CN103882803A (en) * | 2014-03-19 | 2014-06-25 | 北京工业大学 | Replaceable transversely-arranged prestressing tendon self-resetting energy dissipation bridge pier |
| CN104847052A (en) * | 2015-04-29 | 2015-08-19 | 华侨大学 | Earthquake damage replaceable combination column structure |
-
2016
- 2016-02-26 CN CN201610105718.6A patent/CN105735108B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004190254A (en) * | 2002-12-09 | 2004-07-08 | Mitsubishi Heavy Ind Ltd | Base isolating device for bridge pier, and bridge equipped with the same |
| JP2009221695A (en) * | 2008-03-14 | 2009-10-01 | Taisei Corp | Vibration control stud and its construction method |
| CN102304892A (en) * | 2011-07-29 | 2012-01-04 | 清华大学 | External energy-consumption self-resetting bridge pier stud structure system and realization method thereof |
| CN203238803U (en) * | 2013-03-12 | 2013-10-16 | 同济大学 | Novel mixed energy-dissipation shock-absorption support |
| CN103147391A (en) * | 2013-03-29 | 2013-06-12 | 东南大学 | Corrosion-resistant self-centering bridge pier structure easy for seismic rehabilitation |
| CN103882803A (en) * | 2014-03-19 | 2014-06-25 | 北京工业大学 | Replaceable transversely-arranged prestressing tendon self-resetting energy dissipation bridge pier |
| CN104847052A (en) * | 2015-04-29 | 2015-08-19 | 华侨大学 | Earthquake damage replaceable combination column structure |
Non-Patent Citations (2)
| Title |
|---|
| Seismic behavior of post-tensioned column base for steel self-centering moment resisting frame;Hoseok Chi等;《Journal of Constructional Steel Research》;20120728;第117-130页 * |
| 新型可更换墙脚部件剪力墙设计方法及分析;刘其舟等;《同济大学学报（自然科学版）》;20160131;第44卷(第1期);第37-44页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105735108A (en) | 2016-07-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Wang et al. | Seismic behavior of precast segmental UHPC bridge columns with replaceable external cover plates and internal dissipaters | |
| CN201762818U (en) | FRP-rubber-steel compound pipe concrete structure | |
| CN105696457B (en) | Bridge pier power consumption and the anti-crushed structure of Wasted-energy steel plate built in replaceable composite plate | |
| CN205677331U (en) | A kind of energy-dissipating and shock-absorbing semi-girder rise of a truss Rotating fields | |
| CN101967853B (en) | Fiber reinforce plastic (FRP)-rubber-steel composite pipe concrete structure | |
| CN107503470A (en) | A kind of pre-stress FRP sleeve FRP tendons sea sand seawater expansive concrete coupled column | |
| CN106758786A (en) | A kind of prefabricated assembled concrete-filled double skin steel tube lattice bridge pier | |
| CN105064613A (en) | Built-in FRP locally restrained concrete combined member | |
| CN105735110B (en) | Bridge pier power consumption and the anti-crushed structure of the replaceable built-in rod iron damper of composite plate | |
| CN105714674B (en) | The bridge pier power consumption of the replaceable built-in power consumption reinforcing bar of composite plate and anti-crushed structure | |
| CN105735108B (en) | Built-in anti-buckling support and the bridge pier power consumption of viscoelastic material layer and anti-crushed structure | |
| CN104674649A (en) | Novel earthquake damage control system for thin-wall hollow pier | |
| CN108677690A (en) | Energy dissipating Self-resetting bilayer rectangle hollow concrete filled steel tube waves Bridge Pier Structure System | |
| CN105586828B (en) | Bridge pier power consumption and the anti-crushed structure of built-in Wasted-energy steel plate and viscoelastic material layer | |
| CN110005096A (en) | A kind of built-in shape memory alloy self-resetting concrete shear force wall | |
| CN105603870B (en) | The bridge pier power consumption of built-in power consumption reinforcing bar and viscoelastic material layer and anti-crushed structure | |
| CN105672120B (en) | Bridge pier power consumption and the anti-crushed structure of the replaceable built-in anti-buckling support of composite plate | |
| Ma et al. | Experimental study on the seismic behavior of RC columns with high axial compression ratios retrofitted by large rupture strain fiber-reinforced polymer | |
| CN104631850B (en) | Compressive pre-stress steel pile casting bar planting expand the reinforcement of concrete post method of section | |
| Peng et al. | Effect of confinement materials and damage degree on the seismic behavior of RRACFST columns | |
| CN108678480A (en) | GFRP pipe fill concrete type buckling restrained braces | |
| CN105735109B (en) | Bridge pier power consumption and the anti-crushed structure of built-in rod iron damper and viscoelastic material | |
| CN110080388A (en) | A kind of connection structure and its construction method improving PC frame joint anti-seismic performance | |
| CN103306491A (en) | FRP reinforcement arc concrete impact resistant column | |
| Fu et al. | Seismic performance of prefabricated square hollow section piers strengthened by jacketing using UHPC and high-strength steel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant |