CN108824174B - Prefabricated stand anti-seismic node of assembled reinforced concrete arch bridge - Google Patents
Prefabricated stand anti-seismic node of assembled reinforced concrete arch bridge Download PDFInfo
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- CN108824174B CN108824174B CN201810962912.5A CN201810962912A CN108824174B CN 108824174 B CN108824174 B CN 108824174B CN 201810962912 A CN201810962912 A CN 201810962912A CN 108824174 B CN108824174 B CN 108824174B
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- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 63
- 239000010959 steel Substances 0.000 claims abstract description 63
- 238000011065 in-situ storage Methods 0.000 claims abstract description 23
- 238000004873 anchoring Methods 0.000 claims abstract description 16
- 238000005452 bending Methods 0.000 claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Chemical compound O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 6
- 238000007789 sealing Methods 0.000 claims abstract description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 22
- 239000004567 concrete Substances 0.000 claims description 11
- 239000000835 fiber Substances 0.000 claims description 5
- 238000000034 method Methods 0.000 abstract description 11
- 238000010276 construction Methods 0.000 abstract description 10
- 238000010008 shearing Methods 0.000 abstract description 9
- 238000003466 welding Methods 0.000 abstract description 4
- 230000015572 biosynthetic process Effects 0.000 abstract description 3
- 238000011161 development Methods 0.000 abstract description 3
- 238000013461 design Methods 0.000 description 21
- 230000002787 reinforcement Effects 0.000 description 13
- 238000012360 testing method Methods 0.000 description 9
- 238000010586 diagram Methods 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 201000010099 disease Diseases 0.000 description 3
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 3
- 238000005265 energy consumption Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000035939 shock Effects 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
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
- E01D4/00—Arch-type bridges
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses an earthquake-resistant node of a prefabricated upright post of an assembled reinforced concrete arch bridge, which comprises the prefabricated upright post and a cast-in-situ bearing platform, wherein a screw-thread thick steel bar is pre-embedded in the cast-in-situ bearing platform, and is anchored in the prefabricated upright post so as to connect the prefabricated upright post and the cast-in-situ bearing platform into a whole, and a circle of water vapor sealing ring is arranged at the contact surface of the outer edge of the bottom of the prefabricated upright post and the cast-in-situ bearing platform; bending up the prefabricated upright post at the plastic hinge section to form an inclined bent-up cross shear steel bar; the cast-in-situ bearing platform is pre-embedded with a screw thread thick steel bar, and the screw thread thick steel bar is anchored through a screw cap after passing through an anchor hole of the prefabricated upright post. The bending longitudinal steel bars of the joints in the plastic hinge sections can resist the main tensile stress generated by bending moment and shearing force together, the formation and development of cracks are effectively limited when an earthquake occurs, the original construction method is replaced by the anchoring method of the prestressed screw-thread thick steel bars, and weak links possibly formed by welding connection of the main steel bars in the core area of the joint can be avoided.
Description
Technical Field
The invention relates to the technical field of bridge earthquake resistance, in particular to an assembled reinforced concrete arch bridge prefabricated upright post earthquake-resistant node.
Background
The construction of prefabricated upright post of assembled reinforced concrete arch bridge mainly includes prefabrication of component and on-site installation. The method has the advantages of short construction period, mature construction process, convenient construction and the like, and is widely applied to highway bridges, especially mountain highway bridges.
The mountain highway suitable for building the assembled reinforced concrete arch bridge is mostly located in areas with frequent earthquakes and areas with higher requirements for earthquake fortification. The joints are used as force transmission components of the structure, play a role in transmitting force between the components under the action of earthquake, are core parts of structural failure, and relate to the safety and stability of the whole structure. Under the action of an earthquake, once the nodes are damaged, destructive consequences are often caused, so that the structure cannot be ensured to meet the earthquake fortification related requirements of 'small earthquake is not bad, medium earthquake is repairable and large earthquake is not over'. When an earthquake occurs, the shearing force of the node core area is large, and brittle shearing damage easily occurs. Meanwhile, the essence of the earthquake action is that a repeated load is applied to the structure, and in the process, the reinforcing steel bars can be bonded and degenerated, so that the anchoring of the reinforcing steel bars is weakened or even destroyed, and the strength and the energy consumption performance of the node part are reduced.
After investigation of the diseases of the built arch bridge in the past earthquake, the node parts of the bridge are easy to generate diseases under the action of the earthquake, and particularly, the node parts of the prefabricated upright post and the main arch which are installed on site are easy to generate serious diseases. The research on the earthquake resistance of the node part is started from the frame node in the field of building construction at the earliest, and a large number of achievements are obtained in the field of the research for a long time. However, there is a large difference between the nodes of the bridge and the nodes of the frame in the building structure, and the earthquake-resistant design of the frame nodes in the building structure cannot be directly applied. And, most of these studies are directed to integral cast-in-place nodes, with relatively few studies on prefabricated nodes. In the field of bridge engineering, although related requirements are made on nodes in urban bridge earthquake-resistant design Specification, highway bridge earthquake-resistant Specification and highway reinforced concrete and prestressed concrete bridge culvert design Specification issued by China, a general design method is not explicitly provided, and related requirements are not provided for assembled nodes.
According to the existing research results, the design of prefabricated upright post nodes of the assembled arch bridge adopted at present is relatively weak and is not consistent with the main stream anti-seismic concept of the rigid nodes of the strong columns and the weak beams, so that the assembled upright post nodes with good anti-seismic performance and convenient construction are necessary to be provided.
Disclosure of Invention
In order to solve the problems, the invention designs an earthquake-resistant node of the prefabricated upright post of the assembled reinforced concrete arch bridge, which can increase the shearing resistance of the node part of the prefabricated upright post, ensure that a plastic hinge is formed before the upright post is damaged and avoid shearing damage; the bending longitudinal steel bars in the plastic hinge area can resist the main tensile stress generated by bending moment and shearing force together, and can effectively limit the formation and development of cracks when an earthquake occurs; the anchoring method of the prestressed screw-thread thick steel bar is adopted to replace the original construction method, so that weak links possibly formed by welding connection of the main steel bar in the core area of the through node can be avoided, weak links possibly formed on the joint surface by secondary pouring of concrete are avoided, and meanwhile, the method is convenient to construct.
In order to achieve the technical purpose and achieve the technical effect, the invention is realized by the following technical scheme:
the prefabricated upright post anti-seismic node of the assembled reinforced concrete arch bridge is characterized by comprising a prefabricated upright post and a cast-in-situ bearing platform, wherein a screw-thread thick steel bar is pre-embedded in the cast-in-situ bearing platform and anchored in the prefabricated upright post so as to connect the prefabricated upright post and the cast-in-situ bearing platform into a whole, and a circle of water vapor sealing ring is arranged at the contact surface of the outer edge of the bottom of the prefabricated upright post and the cast-in-situ bearing platform;
the prefabricated upright post is of a reinforced concrete structure and comprises a supporting section, a plastic hinge section and an anchoring connecting section from top to bottom in sequence, a post-pouring groove is formed in the transverse bridge of the plastic hinge section, the anchoring connecting section at the bottom of the prefabricated upright post diffuses outwards along the bridge to form an isosceles trapezoid expansion base, an anchor hole is formed in the expansion base, a local pressure-bearing spiral reinforcing steel bar is embedded in the anchor hole, the through-length longitudinal reinforcing steel bar of the prefabricated upright post passes through the supporting section and then is bent in the plastic hinge section to form an oblique bending cross shear steel bar and is closed at the bottom of the expansion base, the plastic hinge section is provided with a reinforcing steel bar, and two ends of the reinforcing steel bar are respectively anchored at the lower part of the supporting section and the upper part of the anchoring connecting section;
the cast-in-situ bearing platform is of a cast-in-situ reinforced concrete structure, the cast-in-situ bearing platform is pre-buried with a screw thread thick steel bar, the position of the screw thread thick steel bar corresponds to the position of an anchor hole of the prefabricated upright post, the screw thread thick steel bar passes through the anchor hole of the prefabricated upright post and is anchored by a screw cap, and fiber concrete is poured in a post-pouring groove of the prefabricated upright post after the screw cap is fixed.
Further, be equipped with 4 logical long longitudinal reinforcement in the prefabricated stand, plastic hinge district section is furnished with 4 reinforcement bars and the reinforcement bar sets up in logical long longitudinal reinforcement's the outside, the ligature has the interval to be 200mm on the logical long reinforcement of supporting section, the ligature has the interval to be 100 mm's stirrup on the reinforcement bar of plastic hinge district section, the base angle of the expansion base of prefabricated stand is 45, it has 4 anchor holes that link up to open on the anchor linkage segment, the anchor hole sets up in the inboard on 4 limits of anchor linkage segment.
Furthermore, the through length longitudinal steel bars and the reinforcing steel bars are HRP335 or HRB400 type steel bars, the diameter is not smaller than 20mm, and the stirrups are HPB235 type steel bars, the diameter is not smaller than 12mm.
The beneficial effects of the invention are as follows: (1) The shearing resistance of the prefabricated upright post node part can be enhanced through the encryption stirrup, so that plastic hinges are formed before the upright post is damaged, and shearing damage is avoided;
(2) The bending longitudinal steel bars in the plastic hinge section can resist the main tensile stress generated by bending moment and shearing force together, and can effectively limit the formation and development of cracks when an earthquake occurs;
(3) The anchoring method of the prestressed screw-thread thick steel bar is adopted to replace the original construction method, so that weak links possibly formed by welding connection of the main steel bar in the core area of the through node can be avoided, weak links possibly formed on the joint surface by secondary pouring of concrete are avoided, and meanwhile, the method is convenient to construct.
Description of the drawings:
FIG. 1 is a schematic view of the node structure of a prefabricated column in the original design;
FIG. 2 is a diagram of the original design of reinforcement inside the forward bridge prefabricated upright post node;
FIG. 3 is a diagram of the reinforcement of the original design transverse bridge to the inside of the prefabricated upright post node;
FIG. 4 is a schematic view of a prefabricated pillar node structure according to the present invention
FIG. 5 is a schematic view of the reinforcement of the inside of a prefabricated upright post node along the bridge of the invention;
FIG. 6 is a schematic top view of an enlarged base of a forward-bridge prefabricated pillar;
FIG. 7 is a view of the reinforcement of the invention transverse bridge to the interior of the prefabricated column node;
FIG. 8 is a schematic top view of an enlarged base of a cross-bridge prefabricated pillar of the present invention;
FIG. 9 is a schematic diagram of the cross-sectional layout of an original design prefabricated column node seismic test;
FIG. 10 is a schematic view of a cross-sectional layout of a prefabricated pillar node seismic test of the present invention;
FIG. 11 is a schematic diagram of the original design and the sensor arrangement of the present invention in the same cross section;
FIG. 12 is a graph comparing the skeleton curves of the original design and the upright nodes of the present invention under the same shock resistance test;
FIG. 13 is a graph comparing the bending moment and the rotation angle of the node of the original design with the node of the upright post of the invention under the same vibration resistance test condition.
In the drawings, the list of components represented by the various numbers is as follows:
1-prefabricated upright posts, 11-post-cast grooves, 101-through long longitudinal steel bars, 102-stirrups, 103-reinforcing steel bars, 104-cross shear steel bars, 105-plastic hinge sections, 106-post-cast fiber concrete and 111-anchor holes; 2-a cast-in-situ bearing platform and 21-a screw-thread thick steel bar; 3-screw caps, 31-local pressure-bearing spiral reinforcing bars; 4-a water vapor sealing ring.
The specific embodiment is as follows:
the specific embodiments of the present invention are as follows:
example 1
(1) Pre-buried thread thick steel bar
After the construction of the main arch ring is completed, pouring a cast-in-situ bearing platform 2, and embedding 4 screw-thread thick steel bars 21 corresponding to each upright post in the cast-in-situ bearing platform 2, wherein the embedded positions are shown in fig. 4 and 5, and the positions of anchor holes 111 of the prefabricated upright posts in the step (6) are corresponding. The screw-thread thick steel bar 21 adopts HRP335 or HRB400, the steel bar specification is determined according to the stress calculation, but the diameter is not smaller than 32mm.
(2) Calculating the height of the plastic hinge section
In different arch bridge designs, or in the same arch bridge, the plastic hinge sections 105 are different due to different cross-sectional dimensions, column lengths, reinforcement, etc. The height of the plastic hinge sections 105 of the different prefabricated columns first needs to be calculated according to the specifications.
(3) Bending of longitudinal steel bar
In the plastic hinge section 105 of the prefabricated column, the through-length longitudinal rebars 101 of the prefabricated column 1 are bent up to form oblique bent-up cross shear rebars 104. As shown in fig. 4, the upright post is bent to opposite sides along the forward or transverse direction, and a closure is formed at the bottom of the prefabricated upright post 1. The throughout length longitudinal steel bar 101 adopts HRP335 or HRB400, the steel bar specification is determined according to the stress calculation, but the steel bar diameter is not smaller than 20mm.
(4) Adding longitudinal reinforcing bars
As shown in fig. 5 and 6, the longitudinal reinforcement 101 of the original prefabricated pillar 1 is reduced in this area due to the fact that it is bent up in the plastic hinge section to form the cross shear reinforcement 104. Therefore, reinforcing bars 103 need to be added in this area as a substitute for the through-length longitudinal bars 101 of the prefabricated pillars. The reinforcing bar 103 has the same specifications as the through-length longitudinal bar 101 and has an upper anchoring length not lower than the sum of the height of the plastic hinge section 105 plus the anchoring length of the bar specified by the specifications.
(5) Encryption stirrup
As shown in FIGS. 7 and 8, the stirrups 102 of the prefabricated columns are typically HPB235, spaced 200mm apart. To enhance node shear, the stirrups 102 need to be encrypted in the plastic hinge section 105, where the stirrup 102 spacing is 100mm. The stirrup 102 must not be less than 12mm in diameter.
(6) Anchor prefabricated upright post
The prefabricated upright 1 has a node structure which is different from the forward bridge direction and the transverse bridge direction.
In the forward direction, as shown in fig. 5, the bottom of the prefabricated upright 1 is expanded to a certain range along 45 degrees outwards, an anchor hole 111 is arranged on the expanded base, and a local bearing spiral reinforcing steel bar 31 is embedded in the anchor hole 111. When the prefabricated upright 1 is installed, the prefabricated upright is directly anchored by tightening the nuts 3 and applying a pre-stress.
In the transverse bridge direction, as shown in fig. 7, a part of the bottom of the prefabricated upright 1 is contracted inwards, anchor holes 111 are formed in two sides of the contracted prefabricated upright, local bearing spiral reinforcing steel bars 31 are pre-buried in the anchor holes 111, when the prefabricated upright 1 is installed, the prefabricated upright is directly screwed up through nuts 3 to apply pre-stressing force for anchoring, and after the installation is finished, the hollow part of a post-cast groove 11 of the prefabricated upright is filled fully by post-cast fiber concrete 106. And ensures the smoothness and flatness of the post-cast concrete surface.
When the prefabricated upright post 1 and the cast-in-situ bearing platform 2 are installed, the water vapor sealing ring 4 is required to be installed on the joint surface of the two components, so that water vapor is prevented from entering to cause corrosion of the pre-buried screw thread thick steel bar 21.
Example 2
In the embodiment, the original design and the invention verify the beneficial effects generated by the invention under the same shock resistance test condition
The structure of the original design node is shown in the accompanying drawings 1, 2 and 3:
(1) Pre-buried steel bar
After the construction of the main arch ring is completed, a cast-in-place bearing platform is poured, and 8 first screw-thread thick steel bars and 20 second screw-thread thick steel bars are pre-embedded corresponding to each prefabricated upright post in the cast-in-place bearing platform, wherein the specifications are HRB335 steel bars with the diameters of 20mm. The first screw thread thick steel bar is used for being welded with the longitudinal steel bar of the prefabricated upright post in the step (3), and the first screw thread thick steel bar is used as an anchoring steel bar of the post-cast concrete part in the step (3). The pre-buried position is shown in the accompanying drawings 1, 2 and 3, and the first screw-thread thick steel bar corresponds to the position of the longitudinal steel bar of the prefabricated upright post in the step (2).
(2) Prefabricated upright post
As shown in fig. 1, 2 and 3, the longitudinal steel bar of the prefabricated upright post is HRB335 steel bar with the diameter of 20mm. The bottom of the upright post is contracted inwards to form a post-pouring groove, and the longitudinal steel bars extend into the post-pouring groove and are used for being welded and connected with the embedded steel bars 205 of the bearing platform during installation in the step (3). The specification of the prefabricated upright column stirrups is HPB235 steel bars with the diameter of 8mm, and the spacing is 150mm. The longitudinal steel bars of the prefabricated upright posts penetrate through the post-pouring grooves and are encrypted by second stirrups, and the specifications of the second stirrups are HPB235 steel bars with the diameters of 8 mm.
(3) Anchor prefabricated upright post
And (3) performing field welding on the prefabricated upright column longitudinal steel bars and the bearing platform embedded steel bars as shown in 207, pouring fiber concrete, and performing maintenance to finish node manufacturing.
The test mainly aims at verifying the maximum bearing capacity and the energy consumption capacity of different design methods, and the quasi-static test method of applying horizontal reciprocating displacement on the column top of the model column can meet the requirement, wherein the loading displacement is 0mm, and each cycle is increased by 2mm until the bearing capacity of the component starts to show a descending trend.
In the loading process, the strain of the steel bars and the concrete and the displacement of the test piece are recorded, and the original design and the arrangement position of the sensor are respectively shown in the accompanying drawings 9 and 10. On the four test sections shown in the figure, as shown in fig. 11, strain measuring points are respectively arranged on the longitudinal steel bars, the stirrups and the concrete surface, and a displacement meter in the horizontal direction is also arranged on the section.
The node of the invention has the following effects in the aspect of anti-seismic performance by comparing the test results:
(1) As can be seen by comparing the original design shown in the figure 12 with the upright post node skeleton curve of the invention, the node of the invention has higher yield point, higher strength and better energy consumption capability, and can better absorb earthquake energy and has better collapse resistance capability when an earthquake occurs.
(2) As can be seen by comparing the original design shown in FIG. 13 with the bending moment-corner curve of the upright post node of the invention, the invention can bear larger bending moment under the condition of the same corner as the original design, or can be considered that the invention has smaller deformation under the condition of the same earthquake intensity, can better protect the stable structure and consumes earthquake energy.
In the description of the present specification, the descriptions of the terms "one embodiment," "example," "specific example," and the like, mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present invention. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
The preferred embodiments of the invention disclosed above are intended only to assist in the explanation of the invention. The preferred embodiments are not exhaustive or to limit the invention to the precise form disclosed. Obviously, many modifications and variations are possible in light of the above teaching. The embodiments were chosen and described in order to best explain the principles of the invention and the practical application, to thereby enable others skilled in the art to best understand and utilize the invention. The invention is limited only by the claims and the full scope and equivalents thereof.
Claims (1)
1. The prefabricated upright post anti-seismic node of the assembled reinforced concrete arch bridge is characterized by comprising a prefabricated upright post and a cast-in-situ bearing platform, wherein a screw-thread thick steel bar is pre-embedded in the cast-in-situ bearing platform and anchored in the prefabricated upright post so as to connect the prefabricated upright post and the cast-in-situ bearing platform into a whole, and a circle of water vapor sealing ring is arranged at the contact surface of the outer edge of the bottom of the prefabricated upright post and the cast-in-situ bearing platform;
the prefabricated upright post is of a reinforced concrete structure and comprises a supporting section, a plastic hinge section and an anchoring connecting section from top to bottom in sequence, a post-pouring groove is formed in the transverse bridge of the plastic hinge section, the anchoring connecting section at the bottom of the prefabricated upright post diffuses outwards along the bridge to form an isosceles trapezoid expansion base, an anchor hole is formed in the expansion base, a local pressure-bearing spiral reinforcing steel bar is embedded in the anchor hole, the through-length longitudinal reinforcing steel bar of the prefabricated upright post passes through the supporting section and then is bent in the plastic hinge section to form an oblique bending cross shear steel bar and is closed at the bottom of the expansion base, the plastic hinge section is provided with a reinforcing steel bar, and two ends of the reinforcing steel bar are respectively anchored at the lower part of the supporting section and the upper part of the anchoring connecting section;
the cast-in-situ bearing platform is of a cast-in-situ reinforced concrete structure, a screw-thread thick steel bar is pre-buried on the cast-in-situ bearing platform, the position of the screw-thread thick steel bar corresponds to the position of an anchor hole of the prefabricated upright post, the screw-thread thick steel bar is anchored through a screw cap after passing through the anchor hole of the prefabricated upright post, and fiber concrete is poured in a post-pouring groove of the prefabricated upright post after the screw cap is fixed;
the prefabricated upright post is internally provided with 4 longitudinal reinforcing steel bars with the through length, the plastic hinge section is provided with 4 reinforcing steel bars, the reinforcing steel bars are arranged on the outer sides of the longitudinal reinforcing steel bars with the through length, hoops with the interval of 200mm are bound on the reinforcing steel bars of the supporting section, hoops with the interval of 100mm are bound on the reinforcing steel bars of the plastic hinge section, the bottom angle of the enlarged base of the prefabricated upright post is 45 degrees, the anchoring connecting section is provided with 4 through anchor holes, and the anchor holes are arranged on the inner sides of 4 sides of the anchoring connecting section;
the through length longitudinal steel bars and the reinforcing steel bars are HRP335 or HRB400 type steel bars, the diameter of the through length longitudinal steel bars and the reinforcing steel bars is not smaller than 20mm, and the stirrups are HPB235 type steel bars, the diameter of the stirrups is not smaller than 12mm.
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| CN201810962912.5A CN108824174B (en) | 2018-08-22 | 2018-08-22 | Prefabricated stand anti-seismic node of assembled reinforced concrete arch bridge |
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Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20030075358A (en) * | 2002-03-18 | 2003-09-26 | 박재만 | Reinforcement method to resist earthquakes for lower structure of bridge and there of apparatus |
| JP2003301470A (en) * | 2002-04-10 | 2003-10-24 | Oriental Construction Co Ltd | Foundation base isolation structure using two layer separation type footing and its repair method |
| CN1793587A (en) * | 2005-12-28 | 2006-06-28 | 北京工业大学 | Square section concrete short pillar hiden with 'slant strength nucleocenter beam' and mfg. method thereof |
| KR100643575B1 (en) * | 2005-06-13 | 2006-11-10 | 중앙대학교 산학협력단 | Precast column structure and constructing method thereof |
| JP2007197975A (en) * | 2006-01-25 | 2007-08-09 | Taisei Corp | Structure and method for connecting pile head part and precast girder together |
| CN103437280A (en) * | 2013-08-27 | 2013-12-11 | 北京工业大学 | Intersected spiral stirrup pier |
| JP2015078495A (en) * | 2013-10-15 | 2015-04-23 | 鹿島建設株式会社 | Construction method of reinforcement structure |
| CN205443914U (en) * | 2016-01-06 | 2016-08-10 | 上海应用技术学院 | Adopt shape memory alloy reinforcing bar to have prefabricated pin -connected panel pier of runback potential energy power |
| JP2016169493A (en) * | 2015-03-11 | 2016-09-23 | 三井住友建設株式会社 | Structure and method for reinforcing existing concrete structure |
| CN106012809A (en) * | 2016-04-29 | 2016-10-12 | 东南大学 | Steel-fiber composite concrete combination column and post-earthquake repairing method thereof |
| CN206418394U (en) * | 2016-12-29 | 2017-08-18 | 中铁二院昆明勘察设计研究院有限责任公司 | A kind of main pier of railway High-pier and long-span continuous frigid frame bridge |
| CN107059599A (en) * | 2017-04-27 | 2017-08-18 | 北京市市政工程设计研究总院有限公司 | Antidetonation without bearing Self-resetting, damping cast-in-situ bridge |
| CN206706555U (en) * | 2017-04-27 | 2017-12-05 | 北京市市政工程设计研究总院有限公司 | Pier is waved without the double interfaces of bearing Self-resetting bridge |
| CN107794837A (en) * | 2016-08-31 | 2018-03-13 | 南京理工大学 | Suitable for the prefabricated assembled bridge pier and its construction method of middle meizoseismal area |
| WO2018072759A1 (en) * | 2016-10-17 | 2018-04-26 | 华南理工大学 | Steel reinforced recycled concrete beam-column joint and construction method thereof |
| KR101858556B1 (en) * | 2017-11-03 | 2018-05-16 | (주)에이엠에스엔지니어링 | Seismic retrofit system improving horizontal resistance and shear deforming performance using high-ductile precast concrete |
| CN108301317A (en) * | 2018-04-10 | 2018-07-20 | 大连理工大学 | A kind of assembled bridge pier structure and its construction method |
| CN208762862U (en) * | 2018-08-22 | 2019-04-19 | 云南大学 | A kind of assembled steel reinforced concrete arch-type bridge prefabricated stand column shock-resistant node |
-
2018
- 2018-08-22 CN CN201810962912.5A patent/CN108824174B/en active Active
Patent Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20030075358A (en) * | 2002-03-18 | 2003-09-26 | 박재만 | Reinforcement method to resist earthquakes for lower structure of bridge and there of apparatus |
| JP2003301470A (en) * | 2002-04-10 | 2003-10-24 | Oriental Construction Co Ltd | Foundation base isolation structure using two layer separation type footing and its repair method |
| KR100643575B1 (en) * | 2005-06-13 | 2006-11-10 | 중앙대학교 산학협력단 | Precast column structure and constructing method thereof |
| CN1793587A (en) * | 2005-12-28 | 2006-06-28 | 北京工业大学 | Square section concrete short pillar hiden with 'slant strength nucleocenter beam' and mfg. method thereof |
| JP2007197975A (en) * | 2006-01-25 | 2007-08-09 | Taisei Corp | Structure and method for connecting pile head part and precast girder together |
| CN103437280A (en) * | 2013-08-27 | 2013-12-11 | 北京工业大学 | Intersected spiral stirrup pier |
| JP2015078495A (en) * | 2013-10-15 | 2015-04-23 | 鹿島建設株式会社 | Construction method of reinforcement structure |
| JP2016169493A (en) * | 2015-03-11 | 2016-09-23 | 三井住友建設株式会社 | Structure and method for reinforcing existing concrete structure |
| CN205443914U (en) * | 2016-01-06 | 2016-08-10 | 上海应用技术学院 | Adopt shape memory alloy reinforcing bar to have prefabricated pin -connected panel pier of runback potential energy power |
| CN106012809A (en) * | 2016-04-29 | 2016-10-12 | 东南大学 | Steel-fiber composite concrete combination column and post-earthquake repairing method thereof |
| CN107794837A (en) * | 2016-08-31 | 2018-03-13 | 南京理工大学 | Suitable for the prefabricated assembled bridge pier and its construction method of middle meizoseismal area |
| WO2018072759A1 (en) * | 2016-10-17 | 2018-04-26 | 华南理工大学 | Steel reinforced recycled concrete beam-column joint and construction method thereof |
| CN206418394U (en) * | 2016-12-29 | 2017-08-18 | 中铁二院昆明勘察设计研究院有限责任公司 | A kind of main pier of railway High-pier and long-span continuous frigid frame bridge |
| CN107059599A (en) * | 2017-04-27 | 2017-08-18 | 北京市市政工程设计研究总院有限公司 | Antidetonation without bearing Self-resetting, damping cast-in-situ bridge |
| CN206706555U (en) * | 2017-04-27 | 2017-12-05 | 北京市市政工程设计研究总院有限公司 | Pier is waved without the double interfaces of bearing Self-resetting bridge |
| KR101858556B1 (en) * | 2017-11-03 | 2018-05-16 | (주)에이엠에스엔지니어링 | Seismic retrofit system improving horizontal resistance and shear deforming performance using high-ductile precast concrete |
| CN108301317A (en) * | 2018-04-10 | 2018-07-20 | 大连理工大学 | A kind of assembled bridge pier structure and its construction method |
| CN208762862U (en) * | 2018-08-22 | 2019-04-19 | 云南大学 | A kind of assembled steel reinforced concrete arch-type bridge prefabricated stand column shock-resistant node |
Non-Patent Citations (1)
| Title |
|---|
| 斜向加载钢筋混凝土核心筒抗震性能的试验研究;侯炜;史庆轩;刘阳;;工程力学(第12期);第213-219, 227页 * |
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