CN105735108A - Pier energy dissipation and anti-crushing structure internally provided with anti-buckling supports and viscous-elastic material layers - Google Patents
Pier energy dissipation and anti-crushing structure internally provided with anti-buckling supports and viscous-elastic material layers Download PDFInfo
- Publication number
- CN105735108A CN105735108A CN201610105718.6A CN201610105718A CN105735108A CN 105735108 A CN105735108 A CN 105735108A CN 201610105718 A CN201610105718 A CN 201610105718A CN 105735108 A CN105735108 A CN 105735108A
- Authority
- CN
- China
- Prior art keywords
- uhpc
- bridge pier
- pier
- power consumption
- material layer
- 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.)
- Granted
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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a pier energy dissipation and anti-crushing structure internally provided with anti-buckling supports and viscous-elastic material layers. According to the structure, replaceable Ultra High Performance Concrete (UHPC) boards internally provided with the anti-buckling supports and the viscous-elastic material layers are used for improving the energy dissipation capacity of a dry joint section spliced pier under excitation of an earthquake effect and preventing a bottom section from being crushed. Each of the four edges of a vulnerable region, namely the bottom section of the dry joint section spliced pier is provided with the two corresponding UHPC boards, one viscous-elastic material layer is arranged between the bottom section of the pier and each UHPC board, prestress is applied through finish rolled threaded reinforcing steel bars to combine the UHPC boards and the bottom section into a whole, and a pipeline is reserved between every two adjacent UHPC boards and used for containing the corresponding anti-buckling support. The pier energy dissipation and anti-crushing structure is used for treating the dry joint section spliced pier, it can be guaranteed that the pier is good in energy dissipation capacity under excitation of the earthquake effect, the bottom section is prevented from being severely crushed, and the pier can be rapidly repaired by replacement of the UHPC boards, the anti-buckling supports and the viscous-elastic material layers after an earthquake.
Description
Technical field
The present invention relates to middle highly seismic region bridge rapid construction technology and Seismic Design Method, particularly to section assembling technology, external prestressing technique with utilize the damper technology that metal material consumes energy, belong to field of civil engineering.
Background technology
Stem grafting seam section assembling bridge pier, because having advantage and the self-resetting capability of rapid construction, obtains engineer applied in some including port Zhuhai and Macao bridge and Canadian Federal bridge in the bridge spanning the sea of river.The bridge pier of this form is that pier shaft is vertically divided into some sections, Reinforcement disconnects at segmental joints place, " stem grafting seam " is adopted to connect between sections, or the durability of bridge pier is improved at seam crossing filling epoxy resin, then adopt the mode of post-tensioned prestressing that sections is connected into entirety.Chinese scholars is found by experimental and theoretical study, and stem grafting seam section assembling bridge pier energy dissipation capacity under seismic stimulation is poor, and easily crushes in coxopodite section.
For improving the energy dissipation capacity of stem grafting seam section assembling bridge pier, the method employed up in engineering practice and scientific research at present is to stitch built-in power consumption reinforcing bar in section assembling bridge pier at stem grafting.Although this method can improve the energy dissipation capacity of bridge pier, but can cause that the residual deformation of shake rear abutment increases simultaneously, simultaneously built-in power consumption reinforcing bar is not easy to change after shake.
For stem grafting stitch section assembling bridge pier seismic stimulation go to the bottom sections hold squashy problem, applying maximum methods in engineering is that coxopodite section concrete is increased constraint to improve concrete deformability, including increasing stirrup consumption in coxopodite section concrete, using concrete filled steel tube to make coxopodite section or at coxopodite section concrete outer wrap FRP, this method can actually alleviate coxopodite section degree of injury under seismic stimulation, but the concrete of damage there is also shake after not easily changeable problem.
Summary of the invention
Technical problem: it is an object of the invention to provide the power consumption of the bridge pier of a kind of built-in anti-buckling support and viscoelastic material layer and anti-crushed structure, utilize the built-in anti-buckling support of replaceable UHPC plate and viscoelastic material layer to improve stem grafting seam section assembling bridge pier energy dissipation capacity under geological process encourages and to prevent coxopodite section from crushing, this structure is used to be possible not only to improve stem grafting seam section assembling bridge pier energy dissipation capacity and prevent coxopodite section from crushing under seismic stimulation, and can quickly repair impaired bridge pier by changing impaired UHPC plate and wherein built-in anti-buckling support and viscoelastic material layer after shake, recover the use function of bridge in time.
Technical scheme: the present invention is the bridge pier power consumption of a kind of built-in anti-buckling support and viscoelastic material layer and anti-crushed structure, this structure respectively arranges two blocks of UHPC plates being superimposed on bridge pier coxopodite section four limit, between bridge pier coxopodite section and UHPC plate, viscoelastic material layer is set, between two blocks of UHPC plates, preserved pipeline is used for placing by power consumption central layer and retraining the anti-buckling support that steel plate forms, and power consumption central layer and constraint steel plate are connected by screw bolt and nut；
Finish rolling deformed bar is horizontally through described UHPC plate and bridge pier coxopodite section, and the two ends of finish rolling deformed bar are fixed by high-strength nut and steel plate washer, and described UHPC plate and bridge pier coxopodite section combine both into entirety by finish rolling deformed bar Shi Hanzhang；
Described power consumption central layer is connected with the pre-buried rod iron of upper segment and cushion cap respectively by end reserving hole；
Between described bridge pier coxopodite section and UHPC plate and upper segment, rubber spacer is set, prevent under geological process encourages owing to the collision of bridge pier coxopodite section causes upper segment to damage, upper segment, to increase wall thickness with bridge pier coxopodite section seam crossing, is gradually reduced to wall thickness.
Described pre-buried steel stick end diameter is slightly less than the reserving hole diameter of power consumption central layer end, and remainder diameter is more than the diameter of power consumption central layer end reserving hole.
Described UHPC plate uses the UHPC mixing micro steel fiber to make.
Described power consumption central layer end arranges ribbed stiffener.
Described preserved pipeline is slightly larger in dimension than the outside dimension of constraint steel plate.
Beneficial effect: the present invention contrasts prior art and has the advantage that
1. this invention adopts capacity protection principle to be easily separated with protected district by vulnerable zone; utilize finish rolling deformed bar Shi Hanzhang using integral with the inner bottom sections as protected district for the UHPC plate as vulnerable zone; loosening and stretch-draw again of finish rolling deformed bar can be passed through, it is achieved the quick-replaceable to impaired UHPC plate after shake.
2. vulnerable zone adopts UHPC plate, it is possible to the character of " split and not broken " that make full use of that UHPC has because of mixing of steel fiber and the corrosion resistant character having because structure is closely knit.
3. viscoelastic material layer is set between bridge pier coxopodite section and UHPC plate, ensure, under geological process encourages, less relative displacement only occurs between bridge pier coxopodite section and UHPC plate by calculating, utilize the operation principle that can consume energy during viscoelastic material generation detrusion, increase the energy dissipation capacity of bridge pier, viscoelastic material layer is only cementing with UHPC plate simultaneously, with bridge pier coxopodite section soap-free emulsion polymeization, after shake, replacing UHPC plate is achieved that the replacement of viscoelastic material layer.
4. it is respectively provided with two blocks of replaceable UHPC plates on bridge pier coxopodite section four limit, preserved pipeline for placing anti-buckling support is arranged between two blocks of UHPC plates, anti-buckling support is observed and is changed after not only improving shake by such way, is also beneficial to prevent anti-buckling support corrosion.
5. anti-buckling support external constraint plate size to be slightly smaller than the size of preserved pipeline, the upper and lower end of power consumption central layer is connected with the pre-buried rod iron of upper sections and cushion cap respectively by reserving hole, pre-buried rod iron and reserving hole linkage section diameter are less than reserving hole diameter, remainder diameter is more than reserving hole diameter, nut so only need to be used just to be fixed power consumption central layer end in outside, the construction space needed is little, not only improve the replacing to anti-buckling support after shake, also ensure that power consumption central layer can Free Transform under geological process encourages.
6. need to arrange rubber spacer between stem grafting seam section assembling bridge pier coxopodite section and UHPC plate and upper segment, prevent under geological process excitation owing to the collision of coxopodite section causes upper segment to damage, this ensures that there the contingent damage of bridge pier and only concentrate on removable UHPC plate, recover the use function of bridge after being conducive to shake in time, gain time for earthquake relief work.
Accompanying drawing explanation
Fig. 1 is embodiment of the present invention structural section；
Fig. 2 is embodiment of the present invention structure top view；
Fig. 3 is anti-buckling support structure figure in the embodiment of the present invention.
Number in the figure illustrates: 1-bridge pier coxopodite section, 2-UHPC plate, 3-viscoelastic material layer, 4-preserved pipeline, 5-power consumption central layer, 6-retrain steel plate, 7-bolt, 8-nut, 9-ribbed stiffener, 10-finish rolling deformed bar, 11. high-strength nuts, 12-steel plate washer, 13-power consumption central layer end reserving hole, 14-upper segment, the pre-buried rod iron of 15-and 16-rubber spacer.
Detailed description of the invention
The present invention is a kind of by utilizing the built-in anti-buckling support of replaceable UHPC plate and viscoelastic material layer to improve stem grafting seam section assembling bridge pier energy dissipation capacity under geological process encourages and the structure preventing coxopodite section from crushing, and this structure needs to use replaceable UHPC plate, viscoelastic material layer, power consumption central layer, constraint steel plate, finish rolling deformed bar, bolt, nut, high-strength nut, steel plate washer, pre-buried rod iron and rubber spacer.
Described replaceable UHPC plate is respectively provided with two pieces on bridge pier coxopodite section four limit, between UHPC plate and bridge pier coxopodite section, viscoelastic material layer is set, it is connected by cementing between viscoelastic material layer with UHPC plate, and by frictional force power transmission between bridge pier coxopodite section, preserved pipeline between two blocks of UHPC plates, connected by screw bolt and nut for placing the anti-buckling support being made up of power consumption central layer and constraint steel plate, power consumption central layer and constraint steel plate, described pipeline is symmetric with bridge pier center.
Described replaceable UHPC plate and inner bottom sections are combined into entirety by finish rolling deformed bar Shi Hanzhang, by calculating the thickness obtaining replaceable UHPC plate, UHPC is utilized to have the character of " splitting and not broken " because of mixing of steel fiber, after ensureing shake, replaceable UHPC plate only occurs local damage occurrence of large-area to crush, inner bottom sections still remains intact simultaneously, enough support top dead load and connect different segment institute Shi Hanzhang, can the use function of quick-recovery bridge pier soon by changing UHPC plate after shaking.
Coefficient of friction between described viscoelastic material layer and bridge pier coxopodite section should be less than the coefficient of friction between UHPC plate, by applying suitable prestressing force, ensure, under geological process encourages, less relative displacement only occurs between bridge pier coxopodite section and UHPC plate, viscoelastic material layer can occur detrusion to produce power consumption, does not have relative displacement between two blocks of UHPC plates.
Described preserved pipeline is slightly larger in dimension than the size of constraint steel plate, wherein power consumption central layer is connected with the pre-buried rod iron of upper segment and cushion cap respectively by the reserving hole of end, pre-buried steel stick end diameter is slightly less than the reserving hole diameter of power consumption central layer end, remainder diameter is then more than reserving hole diameter, pre-buried steel stick end traverse reserving hole, then power consumption side, central layer end props up pre-buried rod iron diameter increases section, and opposite side uses nut to be fixed power consumption central layer end.Stem grafting seam section assembling bridge pier can wave in the horizontal direction under geological process encourages, power consumption central layer is made to be subject to tension and compression repeatedly and elastic-plastic deformation occurs, reach the purpose of power consumption, wherein the constraint steel plate in anti-buckling support plays the effect preventing power consumption central layer generation buckling failure, micro-pore is left, it is ensured that power consumption central layer has certain expansion space when pressurized between power consumption central layer and constraint steel plate.
The described pipeline in replaceable UHPC plate and anti-buckling support are 8.
Stem grafting seam section assembling bridge pier coxopodite section and UHPC plate top need to arrange rubber spacer, it is prevented that owing to the collision of coxopodite section causes upper segment to damage under geological process excitation.Upper segment is to increase wall thickness with coxopodite section seam crossing simultaneously, is gradually reduced to wall thickness, and when changing UHPC plate successively after so can ensure that shake, bridge pier remains to effectively top dead load and prestressing force be passed to cushion cap.
The process that the present invention is embodied as is as follows:
Step 1: stem grafting is stitched each sections of section assembling bridge pier and is transported to job site from precast plant, each sections vertically place in order on cushion cap errorless after, upper segment 14 bottom surface has bondd rubber spacer 16, by post-tensioned prestressing, each sections is connected into entirety；
Step 2: being sequentially placed one block of UHPC plate 2 on coxopodite section 1 four limit, viscoelastic material layer 3 has been bonded on UHPC plate 2 such as Fig. 2 in precast plant；
Step 3: the groove of UHPC plate 2 will be placed on by power consumption central layer 5 and constraint steel plate 6 by the anti-buckling support that bolt 7 and nut 8 form, and be connected with the pre-buried rod iron 15 in upper segment 14 and cushion cap respectively with nut 8 by end reserving hole 13；
Step 4: be sequentially placed another block UHPC plate 2 on coxopodite section 1 four limit such as Fig. 2, two blocks of UHPC plates 2 align at preserved pipeline 4 place, and now anti-buckling support is just in preserved pipeline 4；
Step 5: by finish rolling deformed bar 10 through the duct being reserved on coxopodite section 1 and UHPC plate 2, according to regulation about stretch-draw finish rolling deformed bar 10 in " highway bridge and culvert construction technique normalizing " JTG/TF50-2011, utilize relevant device to finish rolling deformed bar 10 Shi Hanzhang, and use high-strength nut 11 and steel plate washer 12 to its anchoring.
In the present embodiment, the UHPC plate 2 described in step 2 is made by the UHPC mixing micro steel fiber, and UHPC plate 2 thickness is obtained by calculating, to ensure that inner bottom sections 1 does not occur damage for calculating principle.
In the present embodiment, the coefficient of friction between viscoelastic material layer 3 and bridge pier coxopodite section 1 described in step 2 should be less than the coefficient of friction between UHPC plate 2, ensure, under geological process encourages, less relative displacement only occurs between bridge pier coxopodite section 1 and UHPC plate 2, viscoelastic material layer 3 can occur detrusion to produce power consumption, does not have relative displacement between two blocks of UHPC plates 2.
In the present embodiment, in UHPC plate 2 described in step 3, preserved pipeline 4 and anti-buckling support are 8, preserved pipeline 4 is slightly larger in dimension than the outside dimension of anti-buckling support, when stem grafting stitches the occurred level deformation under geological process encourages of section assembling bridge pier, whole anti-buckling support can Free Transform, give full play to energy dissipation capacity.
Although as it has been described above, represented and described the present invention with reference to specific preferred embodiment, but it shall not be construed as the restriction to the present invention self.Under the spirit and scope of the present invention premise defined without departing from claims, it can be made a variety of changes in the form and details.
Claims (5)
1. the bridge pier of a built-in anti-buckling support and viscoelastic material layer consumes energy and anti-crushed structure, it is characterized in that, this structure respectively arranges two blocks of UHPC plates (2) being superimposed on bridge pier coxopodite section (1) four limit, viscoelastic material layer (3) is set between bridge pier coxopodite section (1) and UHPC plate (2), between two pieces of UHPC plates (2), preserved pipeline (4) is used for placing the anti-buckling support being made up of power consumption central layer (5) and constraint steel plate (6), power consumption central layer (5) and constraint steel plate (6) are connected by bolt (7) and nut (8)；
Finish rolling deformed bar (10) is horizontally through described UHPC plate (2) and bridge pier coxopodite section (1), the two ends of finish rolling deformed bar (10) are fixed by high-strength nut (11) and steel plate washer (12), and described UHPC plate (2) and bridge pier coxopodite section (1) combine both into entirety by finish rolling deformed bar (10) Shi Hanzhang；
Described power consumption central layer (5) is connected with the pre-buried rod iron (15) of upper segment (14) and cushion cap respectively by end reserving hole (13)；
Between described bridge pier coxopodite section (1) and UHPC plate (2) and upper segment (14), rubber spacer (16) is set, prevent under geological process encourages owing to the collision of bridge pier coxopodite section (1) causes upper segment (14) to damage, upper segment (14), to increase wall thickness with bridge pier coxopodite section (1) seam crossing, is 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, it is characterized in that, described pre-buried rod iron (15) end diameter is slightly less than reserving hole (13) diameter of power consumption central layer (5) end, and remainder diameter is more than the diameter of power consumption central layer (5) end reserving hole (13).
3. the bridge pier of built-in anti-buckling support according to claim 1 and viscoelastic material layer consumes energy and anti-crushed structure, it is characterised in that described UHPC plate (2) uses the UHPC mixing micro steel fiber to make.
4. the bridge pier of built-in anti-buckling support according to claim 1 and viscoelastic material layer consumes energy and anti-crushed structure, it is characterised in that described power consumption central layer (5) end arranges ribbed stiffener (9).
5. the bridge pier of built-in anti-buckling support according to claim 1 and viscoelastic material layer consumes energy and anti-crushed structure, it is characterised in that described preserved pipeline (4) is slightly larger in dimension than the outside dimension of 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 true CN105735108A (en) | 2016-07-06 |
| CN105735108B 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) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359363A (en) * | 2019-07-26 | 2019-10-22 | 山东建筑大学 | Prestressing force assembled Self-resetting bridge pier column node and method are cohered in a kind of part |
| 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 |
|---|
| HOSEOK CHI等: "Seismic behavior of post-tensioned column base for steel self-centering moment resisting frame", 《JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH》 * |
| 刘其舟等: "新型可更换墙脚部件剪力墙设计方法及分析", 《同济大学学报（自然科学版）》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359363A (en) * | 2019-07-26 | 2019-10-22 | 山东建筑大学 | Prestressing force assembled Self-resetting bridge pier column node and method are cohered in a kind of part |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105735108B (en) | 2017-06-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN205677331U (en) | A kind of energy-dissipating and shock-absorbing semi-girder rise of a truss Rotating fields | |
| CN105714674B (en) | The bridge pier power consumption of the replaceable built-in power consumption reinforcing bar of composite plate and anti-crushed structure | |
| CN105696457B (en) | Bridge pier power consumption and the anti-crushed structure of Wasted-energy steel plate built in replaceable composite plate | |
| CN101967853B (en) | Fiber reinforce plastic (FRP)-rubber-steel composite pipe concrete structure | |
| CN104389364B (en) | Profiled sheet concrete strengthens steel plate power consumption wall | |
| CN110005090B (en) | Self-resetting shear wall capable of optimizing stress distribution | |
| CN104674649B (en) | Earthquake damage control system for thin-wall hollow pier | |
| CN105586828B (en) | Bridge pier power consumption and the anti-crushed structure of built-in Wasted-energy steel plate and viscoelastic material layer | |
| CN108677690A (en) | Energy dissipating Self-resetting bilayer rectangle hollow concrete filled steel tube waves Bridge Pier Structure System | |
| CN110080388A (en) | A kind of connection structure and its construction method improving PC frame joint anti-seismic performance | |
| CN105735110B (en) | Bridge pier power consumption and the anti-crushed structure of the replaceable built-in rod iron damper of composite plate | |
| CN105735108A (en) | Pier energy dissipation and anti-crushing structure internally provided with anti-buckling supports and viscous-elastic material layers | |
| Ju et al. | Non-compression X-bracing system using CF anchors for seismic strengthening of RC structures | |
| CN105603870B (en) | The bridge pier power consumption of built-in power consumption reinforcing bar and viscoelastic material layer and anti-crushed structure | |
| Fu et al. | Seismic performance of prefabricated square hollow section piers strengthened by jacketing using UHPC and high-strength steel | |
| Peng et al. | Effect of confinement materials and damage degree on the seismic behavior of RRACFST columns | |
| CN210288683U (en) | Connection structure for improving earthquake resistance of PC frame node | |
| CN105672120B (en) | Bridge pier power consumption and the anti-crushed structure of the replaceable built-in anti-buckling support of composite plate | |
| Huang et al. | Seismic retrofit of beam–column joints using prestressing wire | |
| Bai et al. | Seismic behavior of RC square columns strengthened with LRS FRP under high axial load ratio | |
| CN204509979U (en) | A kind of Novel thin wall hollow bridge pier seismic Damage hierarchy of control | |
| Zheng et al. | L-shaped concrete-filled steel hollow-section columns under diagonal cyclic loading | |
| CN105735109B (en) | Bridge pier power consumption and the anti-crushed structure of built-in rod iron damper and viscoelastic material | |
| Cao et al. | Experimental study on the seismic behavior of coupled shear wall with concealed partitioned steel plates | |
| Liu et al. | Study on a new type of earthquake resilient shear wall |
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 |