CN112761253A - Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode - Google Patents
Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode Download PDFInfo
- Publication number
- CN112761253A CN112761253A CN202110087270.0A CN202110087270A CN112761253A CN 112761253 A CN112761253 A CN 112761253A CN 202110087270 A CN202110087270 A CN 202110087270A CN 112761253 A CN112761253 A CN 112761253A
- Authority
- CN
- China
- Prior art keywords
- plate
- shaped
- column
- span
- main beam
- 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.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/024—Structures with steel columns and beams
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2415—Brackets, gussets, joining plates
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2418—Details of bolting
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2421—Socket type connectors
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2463—Connections to foundations
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses a full-assembly type self-resetting frame structure with steel strands arranged in a single-span through length mode, which comprises at least two columns, an H-shaped steel beam connected between the two columns, a concrete foundation connected to the bottoms of the columns, a beam-column connecting piece, prestressed steel strands and a tie rod, wherein the steel strands are arranged in a single-span through length mode; the H-shaped steel beam comprises an H-shaped main beam and H-shaped connecting short beams which are connected to two ends of the H-shaped main beam in an assembling mode; prestressed steel strands are tensioned between the anchoring plates on the two H-shaped connecting short beams; each H-shaped connecting short beam is connected with the column body through a beam-column connecting piece; the drawknot rod connects the column body with the end plate on the beam-column connecting piece through the core-through hole. The prestressed steel strands are independently arranged in a single span and through length mode, construction full assembly can be achieved, tensioning quality and precision of the steel strands are guaranteed, construction efficiency is improved, labor cost is saved, and the method conforms to the development trend of building structure assembly.
Description
Technical Field
The invention belongs to the technical field of earthquake prevention and disaster reduction of civil structures, and particularly relates to a full-assembly type self-resetting frame structure with steel strands arranged in a single-span through length mode.
Background
The traditional frame structure enables the main lateral force resisting component to generate plastic deformation under the action of an earthquake through ductility design to dissipate earthquake energy, and although destructive behavior which causes great life loss can be ensured not to occur to the building structure, huge economic loss can be generated due to difficult or impossible repair after the structure is earthquake. The self-resetting frame structure pertinently solves the shortcomings of the conventional frame structure. In the existing self-resetting frame structure, prestressed steel strands are mostly adopted as resetting elements of the structure. In arrangement, the steel strand penetrates through each frame column, and the full length is arranged on all spans of the frame. Due to the mode, when the self-resetting frame is constructed, after beam-column components are spliced on site, the steel strand needs to be tensioned to realize the application of the initial prestress of the self-resetting frame, the tensioning work is on-site high-altitude operation, the construction progress is slow, the tensioning quality is difficult to guarantee, and the development requirement of building structure assembly is not met.
To solve the above problems, the steel strand can only be prevented from penetrating the frame column. The anchoring part is additionally arranged between the frame beam and the frame column, so that post-tensioning type splicing is formed between the frame beam and the anchoring part through a tensioning steel strand in a factory, and the self-resetting frame prestress can be applied by connecting the anchoring part and the frame column after the frame beam and the anchoring part are transported to the site. However, in order to achieve the connection of the anchoring element to the frame column, the prior art is a bolted or end-plate bolted connection. The first mode also requires field welding operation, and cannot really realize full-assembly construction of the steel strand; the second mode can realize the full assembly of steel strand construction, however, in order to reserve the steel strand tensioning construction space, the steel strand needs to adopt the unilateral arrangement mode, namely one end of the steel strand is anchored in the anchoring part, and the other end is anchored in the frame beam. This form has the following problems: (1) each span of the frame needs to be provided with one steel strand at each of the nodes at two sides, so that the steel strands at two sides need to be respectively tensioned while the number of required anchors is increased, the efficiency is low, and the manufacturing cost is increased; (2) the mode that prestressing tendons were unilateral to be arranged can make the steel strand wires internal force change inconsistent when the node rotates, and the internal force of keeping away from the rotation side increases the fastest, and other steel strand wires have not reached when it reaches control stress, and the bearing capacity of every steel strand wire does not obtain make full use of.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a full-assembly type self-resetting frame structure with steel strands arranged in a single-span through length mode, which is used for realizing the single-span through length arrangement and improving the construction efficiency while solving the problem of steel strand construction assembly.
In order to solve the technical problems, the invention adopts the following technical scheme:
the invention discloses a full-assembly type self-resetting frame structure with steel strands arranged in a single-span through length mode, which comprises at least two columns, an H-shaped steel beam connected between the two columns, a concrete foundation connected to the bottoms of the columns, a beam-column connecting piece, prestressed steel strands and a tie rod, wherein the H-shaped steel beam is arranged between the two columns; the H-shaped steel beam comprises an H-shaped main beam and H-shaped connecting short beams connected to two ends of the H-shaped main beam, and the H-shaped main beam and the H-shaped connecting short beams can be connected in an assembling manner; anchoring plates are arranged on two sides of a web plate of each H-shaped short connecting beam, and the prestressed steel strands are stretched between the anchoring plates on the two H-shaped short connecting beams at two ends of the same H-shaped main beam; the upper flange plate and the lower flange plate of the H-shaped connecting short beam are both provided with a first connecting hole; the upper flange and the lower flange of each H-shaped connecting short beam are connected with a beam-column connecting piece; the beam-column connecting piece is T-shaped, a web plate of the beam-column connecting piece is parallel to a flange plate of the H-shaped connecting short beam, a second connecting hole corresponding to the first connecting hole is formed in the web plate of the beam-column connecting piece, and a third connecting hole is formed in an end plate of the beam-column connecting piece; and a core penetrating hole corresponding to the third connecting hole is arranged on the column body in a penetrating manner, and the drawknot rod connects the column body with the end plate on the beam-column connecting piece through the core penetrating hole.
Preferably, the H-shaped main beam and the H-shaped connecting short beam are connected through a connecting piece, the connecting piece comprises an end connecting plate and two belly connecting plates vertically arranged on the end connecting plate, the two belly connecting plates are parallel to a web plate of the H-shaped main beam, and a gap for inserting the web plate of the H-shaped main beam is arranged between the two belly connecting plates; and fourth connecting holes are formed in the two belly connecting plates, a fifth connecting hole corresponding to the fourth connecting hole is formed in the web plate of the H-shaped main beam, and the end connecting plate is connected to the end face of the H-shaped connecting short beam.
Furthermore, a first stiffening rib is arranged between the end connecting plate and the anchoring plate on the H-shaped connecting short beam.
Furthermore, be connected with the stiffening plate rather than the flange board laminating on the H type girder, the tip of stiffening plate pushes up respectively on the both sides of end connection board with the tip of the web of beam column connecting piece, and the surface of the outside of stiffening plate surface, the side of end connection board, the surface of the web of beam column connecting piece flushes.
Furthermore, an energy consumption assembly is arranged on the H-shaped main beam flange plate and comprises an energy consumption plate and a cover plate, a long-strip-shaped groove is formed in the energy consumption plate, one end of the energy consumption plate is connected to a web plate of the beam column connecting piece at the position of the H-shaped short connecting beam, and the other end of the energy consumption plate is connected to the H-shaped main beam flange plate; the cover plate is connected to the energy dissipation plate at the flange plate of the H-shaped main beam, the cover plate does not exceed the end face of the H-shaped main beam, and the cover plate needs to cover the strip-shaped groove in the energy dissipation plate.
Preferably, the tie rod is a screw nut assembly.
Furthermore, a third stiffening rib is arranged on the beam-column connecting piece.
Further, the concrete foundation is connected with the column body through a pier assembly and a vertical prestressed tendon; the pier assembly comprises a support frame and a support plate connected to the top of the support frame, the bottom of the support frame is embedded in the concrete foundation, and the top of the support frame is exposed; one end of the vertical prestressed tendon is anchored on the column body of the column body, and the other end of the vertical prestressed tendon is anchored on the supporting plate; and a shear resistant part is arranged at the joint of the supporting plate and the root part of the column body.
Furthermore, a bottom plate is clamped between the column body and the support plate, and the overall size of the bottom plate is larger than the size of the cross section of the bottom of the column body; the contact surface of the bottom plate and the shearing resistant part is an arc-shaped surface.
Compared with the prior art, the invention has the beneficial effects that:
(1) the invention can realize the single-span full-length arrangement of the steel strand while realizing the independent arrangement and the construction full-assembly of each span of the steel strand, reduces the number of required anchors by half and greatly improves the construction efficiency;
(2) the H-shaped connecting short beam and the column body are connected by the T-shaped beam-column connecting piece, so that the assembly rate is further improved, and the requirement on rigid design of the node can be met. In addition, the characteristic that T type beam column connecting piece and H type are connected short beam bolted connection can improve H shaped steel roof beam and be difficult to adapt to the drawback of the net distance between both sides cylinder post when hoist and mount.
Additional features and advantages of the invention will be set forth in the detailed description which follows.
Drawings
Fig. 1 is a schematic overall view of a self-resetting frame structure according to an embodiment of the present invention.
Fig. 2 is a detailed view of a beam-column connection node of a self-resetting frame structure according to an embodiment of the present invention.
Fig. 3 is an assembly schematic diagram of an H-shaped main beam and an H-shaped connecting short beam according to an embodiment of the present invention.
Fig. 4 is a detailed view of the energy dissipation plate according to the embodiment of the present invention.
Fig. 5 is a detailed view of a self-resetting frame structure column base according to an embodiment of the invention.
Fig. 6 is a schematic structural view of a pier assembly according to an embodiment of the present invention.
FIG. 7 is a finite element simulated frame load-displacement angle hysteresis curve.
FIG. 8 is a stress variation curve of the prestressed steel strands at the upper and lower sides of the first beam of the frame by finite element simulation
FIG. 9 is a cloud plot of the frame global stress at 4% displacement angle for finite element simulation.
FIG. 10 is a stress cloud plot of a frame first layer left side beam column node at a 4% displacement angle for finite element simulation.
FIG. 11 is a cloud graph of energy dissipating plate stresses at the frame first layer left side beam column node at a 4% displacement angle for a finite element simulation.
The reference numerals in the figures denote:
1-column body, 2-H-shaped steel beam, 3-concrete foundation, 4-beam column connecting piece, 5-prestressed steel strand, 6-tie rod, 7-column pier component, 8-vertical prestressed tendon, 9-horizontal anchoring piece and 10-bottom plate;
11-a core hole;
21-H type main beam, 22-H type connecting short beam, 23-anchor plate, 24-connecting piece, 25-first stiffening rib, 26-reinforcing plate and 27-energy dissipation component;
211-fifth connecting hole, 212-third bolt hole; 221-a first connection hole;
241-end connecting plate, 242-belly connecting plate, 243-gap, 244-fourth connecting hole;
261-a second bolt hole; 271-energy dissipation plate, 272-cover plate, 273-elongated groove, 274-groove, 275-first bolt hole, 276-fourth bolt hole, 277-second stiffening rib;
41-end plate, 42-web, 43-third stiffener; 411-third connection hole; 421-second connection hole;
71-support frame, 72-support plate, 73-shear, 74-stiffener;
711-main board, 712-support board; 721-anchor holes.
The details of the present invention are explained in further detail below with reference to the drawings and the detailed description.
Detailed Description
The following embodiments of the present invention are provided, and it should be noted that the present invention is not limited to the following embodiments, and all equivalent changes based on the technical solutions of the present invention are within the protection scope of the present invention.
In the present invention, unless otherwise specified, use of the terms of orientation such as "upper, lower, bottom, top" and "lower" generally refer to the definition in the drawing figures of the accompanying drawings, and "inner and outer" refer to the inner and outer of the outline of the corresponding part.
The specific embodiment of the invention discloses a full-assembly type self-resetting frame structure with steel strands arranged in a single-span through length mode, which comprises at least two columns 1, an H-shaped steel beam 2, a concrete foundation 3, a beam-column connecting piece 4, prestressed steel strands 5 and a tie rod 6. Wherein, H shaped steel roof beam 2 is connected between two cylinders 1, and concrete foundation 3 is connected in cylinder 1 bottom.
The column body 1 of the present invention may be a reinforced concrete column, an H-shaped steel column, or a square steel tube concrete column, and the column body 1 in the following embodiments of the present invention is a square steel tube concrete column. The frame structure of the invention can be in different frame forms, as shown in fig. 1, the frame structure is a one-roof-three-span three-layer structure, mainly comprising four columns 1, three-span H-shaped steel beams 2 and four concrete foundations 3, as shown in fig. 1, the frame structure is only in one arrangement form, and certainly can also be in different combination forms of two columns, one-span H-shaped steel beams or three columns, two-span H-shaped steel beams and the like.
As shown in fig. 3, the H-shaped steel beam 2 includes an H-shaped main beam 21 and H-shaped connecting short beams 22 connected to two ends of the H-shaped main beam 21, and the H-shaped main beam 21 and the H-shaped connecting short beams 22 can be connected in an assembling manner; the two sides of the web plate of each H-shaped connecting short beam 22 are provided with anchoring plates 23, prestressed steel strands 5 are stretched between the anchoring plates 23 on the two H-shaped connecting short beams 22 at the two ends of the same H-shaped main beam 21, and it can be seen that the prestressed steel strands 5 are arranged on the whole H-shaped steel beam 2 in full length.
Each H-shaped connecting stub 22 has a beam-column connector 4 attached to its upper and lower flanges, as shown in fig. 2. Beam column connecting piece 4 is the T type, beam column connecting piece 4 forms T type structure by end plate 41 and web 42 of vertical welding on end plate 41, web 42 is parallel with the flange board of short beam 22 is connected to the H type, be provided with second connecting hole 421 on the web 42, all be provided with first connecting hole 221 on the upper and lower flange board of short beam 22 is connected to the H type, first connecting hole 221 corresponds with the position of second connecting hole 421, the flange board of short beam 22 is connected with the web of beam column connecting piece 4 with the H type through the bolt.
It should be noted that, during assembly, an adjustment gap for adjusting assembly errors is left between the end of the H-shaped connecting short beam 22 and the end plate 41 of the beam-column connecting member 4, and the adjustment gap is generally about 30mm, so as to improve the influence of construction errors, and solve the disadvantage that the H-shaped main beam 21 and the H-shaped connecting short beams 22 on both sides are difficult to adapt to the clear distance between columns when being transported to the site and assembled with the column body 1 after being assembled in a factory.
The end plate 41 of the beam-column connecting piece 4 is provided with a third connecting hole 411, the column body 1 is provided with a core penetrating hole 11 in a penetrating way, and the core penetrating hole 11 corresponds to the third connecting hole 411 in position. The third connecting holes 411 are symmetrically arranged along the web 42, four third connecting holes 411 are provided in the embodiment, and four core through holes 11 are correspondingly provided. The drawknot rods 6 connect the column body 1 with the end plates 41 on the beam-column connecting pieces 4 through the core-penetrating holes 11, and specifically, when the two sides of the column body 1 are both connected with the H-shaped steel beams 2, the drawknot rods 6 fix the end plates 41 on the beam-column connecting pieces 4 on the two sides of the column body 1 on the column wall of the column body 1 through the core-penetrating holes 11; when only one side of the column body 1 is connected with the H-shaped steel beam 2, one end of the tie rod 6 is connected with the end plate 41 on the beam-column connecting piece 4 through the core penetrating hole 11, and the other end is connected on the column wall on the other side of the column body 1. The tie rod 6 in this embodiment is preferably a screw nut assembly.
In order to meet the requirement of rigid design of the frame node, a third stiffening rib 43 is arranged on the beam-column connecting piece 4, the third stiffening rib 43 is arranged on one side which is not contacted with the H-shaped connecting short beam 22, and the third stiffening rib 43 is welded with the end plate 41 and the web plate 4.
As a specific embodiment of the present invention, in order to realize the assembled connection between the H-shaped main beam 21 and the H-shaped connecting short beam 22, a connecting member 24 is disposed between the H-shaped main beam 21 and the H-shaped connecting short beam 22. As shown in fig. 3, the connecting member 24 includes an end connecting plate 241 and two web connecting plates 242 vertically arranged on the end connecting plate 241, the two web connecting plates 242 are both parallel to the web of the H-shaped main beam 21, and a gap 243 is arranged between the two web connecting plates 242 for the web of the H-shaped main beam 21 to be inserted, and the gap 243 is slightly larger than the thickness of the web of the H-shaped main beam 21.
The two belly connecting plates 242 are provided with fourth connecting holes 244, and in this embodiment, preferably, the fourth connecting holes 244 are oblong holes, the oblong holes extend along the length direction of the H-shaped main beam 21, and when the node rotates by a certain angle in an earthquake, the oblong holes can limit further rotation between the H-shaped main beam 21 and the H-shaped connecting short beam 22. A fifth connecting hole 211 is formed in the web of the H-shaped main beam 21, the fifth connecting hole 211 corresponds to the fourth connecting hole 244, and the web of the H-shaped main beam 21 is inserted into the gap 243 of the web connecting plate 242 of the connecting member 24 and then connected by bolts, as shown in the right side of fig. 3.
The end connecting plate 241 is connected to the end face of the H-shaped connecting short beam 22, and specifically, the end connecting plate 241 is welded and fixed to the flange plate end face and the web plate end face of the H-shaped connecting short beam 22. Connecting holes are formed in the end connecting plate 241 and the anchoring plate 23 and used for the prestressed steel strands 5 to penetrate through.
The tensioning work of the prestressed steel strands 5 and the splicing work of the H-shaped main beam 21 and the H-shaped connecting short beams 22 on the two sides can be completed in a factory, only hoisting and assembling are needed on site, and the construction efficiency is greatly improved.
As a preferred example of the above embodiment of the present invention, a first stiffener 25 is provided between the end-connecting plate 241 and the anchor plate 23 on the H-shaped connecting stub 22, and the first stiffener 25 is a horizontal plate, as shown in fig. 2.
As a preferred example of the above embodiment of the present invention, in order to prevent the flange plates of the H-shaped main beam 21 from yielding and buckling due to stress concentration when the tension splicing formed by the H-shaped main beam 21 and the H-shaped connecting short beam 22 is opened under the action of an earthquake, a reinforcing plate 26 is provided on each span of the H-shaped main beam 21, as shown in fig. 3. Specifically, the reinforcing plate 26 is attached to the flange plate of the H-shaped main beam 21, the end of the reinforcing plate 26 and the end of the web 42 of the beam-column connecting member 4 are respectively pushed against two sides of the end connecting plate 241, and the outer side surface of the reinforcing plate 26, the side surface of the end connecting plate 241 and the outer surface of the web 42 of the beam-column connecting member 4 are flush with each other, that is, the three are on the same plane. The reinforcing plate 26 of the present embodiment is a steel plate having the same width as the flange plate of the H-shaped girder 21.
As a preferred example of the above embodiment of the present invention, in order to increase the energy dissipation capacity of the frame structure, energy dissipation assemblies 27 are provided at the upper and lower flange plates of the H-shaped girder 21, as shown in fig. 2. Specifically, the energy consumption assembly 27 of the present embodiment includes an energy consumption plate 271 and a cover plate 272. The energy dissipation plate 271 is provided with a strip-shaped groove 273, one end of the energy dissipation plate 271 is connected to the web 42 of the beam column connecting piece 4 at the position of the H-shaped connecting short beam 22, and the other end of the energy dissipation plate 271 is connected to the flange plate or the reinforcing plate 26 of the H-shaped main beam 21. The cover plate 272 is connected to the energy dissipation plate 271, the cover plate 272 does not exceed the end surface of the H-shaped main beam 21, the cover plate 272 needs to cover the elongated groove 273 of the energy dissipation plate 271, and the cover plate 272 is used for preventing the energy dissipation plate 271 from deforming out of the plane. The elongated grooves 273 allow the dissipative panel 271 to flex elastically and plastically in the surface when compressed, so that the structure can more easily achieve the performance goal of resetting after an earthquake.
Specifically, in order to connect the energy consumption plate 271 with the web 42 and the flange plate of the H-shaped girder 21 or the reinforcing plate 26, first bolt holes 275 are formed in two ends of the energy consumption plate 271, the positions of the first bolt holes 275 respectively correspond to the positions of the second connecting holes 421, the second bolt holes 261 on the reinforcing plate 26 or the third bolt holes 212 on the flange plate of the H-shaped girder 21 one by one, and two ends of the energy consumption plate 271 are respectively connected to the web 42 of the beam column connecting member 4 and the flange plate of the reinforcing plate 26 or the flange plate of the H-shaped girder 21 through bolts. Two groups of fourth bolt holes 276 are arranged at two ends of the cover plate 272, the positions of the two groups of fourth bolt holes 276 on the cover plate 272 correspond to the positions of the two groups of second bolt holes 261 on the reinforcing plate 26 or the two groups of third bolt holes 212 on the flange plate of the H-shaped main beam 21 one by one, and the position of the one group of third bolt holes 212 on the flange plate of the H-shaped main beam 21 far away from the end part of the flange plate corresponds to the position of the one group of first bolt holes 275 on the energy consumption plate 271.
The length of the elongated grooves 273 extends along the length direction of the H-shaped main beam 22, and a plurality of the elongated grooves 273 are arranged in parallel in order. The number of the two elongated grooves 273 is two, the two elongated grooves 273 are located in the middle of the energy consumption plate 271, the two edges of the middle of the energy consumption plate 271 are provided with the concave grooves 274, and the positions of the concave grooves 274 and the elongated grooves 273 correspond and have the same length. According to the invention, the number and the size of the elongated grooves 273 in the middle section of the energy dissipation plate 271 can be reasonably designed, so that the energy dissipation assembly 27 can flexibly adjust the energy dissipation requirement of the structure and adapt to the resetting capability of the structure.
Further, in order to meet the rigidity requirement of the cover plate 272, a second stiffening rib 277 is connected to the upper surface of the cover plate 272, and is welded to the cover plate 272 in particular, and the second stiffening rib 277 is integrally formed with the cover plate 272 into a T-shaped structure.
As another preferred embodiment of the present invention, in order to further reduce the damage at the column base of the structure, the concrete foundation 3 and the column body 1 are preferably connected by using the post-tensioning technology. Specifically, as shown in fig. 5, the concrete foundation 3 is connected with the column body 1 through a pier assembly 7 and a vertical prestressed tendon 8. The pier assembly 7 comprises a support frame 71 and a support plate 72 connected to the top of the support frame 71, the bottom of the support frame 71 is embedded in the concrete foundation 3, and the top of the support frame 72 is exposed. One end of the vertical prestressed tendon 8 is anchored on the column body of the column body 1, and the other end of the vertical prestressed tendon 8 is anchored on the supporting plate 72, so that the vertical prestressed tendon 8 is not embedded in the concrete foundation 3, and the maintenance and the replacement of the vertical prestressed tendon 8 are facilitated. Specifically, a horizontal anchoring part 9 is connected to the column body of the column body 1 at a certain height, the vertical prestressed tendons 8 are anchored on the horizontal anchoring part 9, and the horizontal anchoring part 9 is of a bracket structure and is welded with the column body 1; the setting height of the horizontal anchoring piece 9 is determined according to the stress requirement of the actual structure and the use function.
As shown in fig. 6, the supporting frame 71 of this embodiment is composed of a main plate 711 and a plurality of supporting plates 712 connected to two sides of the main plate 711, where the main plate 711 and the supporting plates 712 are both vertical plates, two sides of the vertical plates are sequentially and symmetrically connected with the plurality of supporting plates 712, an interval is provided between adjacent supporting plates 712 on the same side, and an anchoring hole 721 provided on the supporting plate 72 and used for connecting the vertical tendon 8 is located in the interval between two adjacent supporting plates 712. In addition, the embedded depth of the supporting frame 71 in the concrete foundation 3 and the height of the exposed section at the upper part are determined according to the anti-pulling design requirement and the construction and replacement and maintenance requirements of the vertical prestressed tendons 8.
The joint of the supporting plate 72 and the root of the column body 1 is provided with a shear member 73. The shear member 73 is an L-shaped steel plate, a stiffening rib 74 is disposed inside the L-shaped steel plate, one end of the shear member 73 is fixed to the top surface of the supporting plate 72 by welding or bolting, preferably welding in this embodiment, and the other end of the shear member 73 is pushed against the side of the column 1.
Further, on the basis of the above embodiment, in order to achieve that the shear member 73 only restricts the translational degree of freedom at the structural column base and does not restrict the rotational degree of freedom, a bottom plate 10 is interposed between the column body 1 and the support plate 72, and the overall size of the bottom plate 10 is larger than the size of the bottom cross section of the column body 1, for example, the bottom plate 10 of this embodiment is a square plate, and the side length of each side of the square plate is larger than that of the bottom cross section of the column body 1, as shown in fig. 5, so as to ensure that the column wall of the column body 1 does not collide with the shear member 73 when the structural column base rotates under the action of an earthquake. More preferably, the contact surface between the bottom plate 10 and the shear resistant member 73 is set to be an arc surface, that is, the side of the bottom plate 10 is rounded, so as to further reduce the interaction between the open side shear resistant member 73 and the bottom plate 10 when the column base rotates.
According to the invention, the column pier assembly 7 is pre-embedded in the concrete foundation 3, so that the direct action of the column body 1 and the lower concrete foundation 3 is avoided, the problem that the concrete at the top of the foundation is crushed due to stress concentration when the structural column base rotates under the action of an earthquake can be avoided, and the lower end of the vertical prestressed tendon 8 can be anchored in the exposed section of the column pier assembly 7 instead of the concrete foundation 3 or the bottom of the concrete foundation 3, so that great convenience can be brought to early construction and later overhaul and replacement.
The self-resetting frame stress performance of the invention is simulated by establishing a finite element model, wherein the model is of a single-span two-layer frame structure:
(1) model building
Finite element simulation analysis is carried out on the invention by using finite element software ABAQUS, and a single-span two-layer frame reduced scale model with the span of 3000mm and the layer height of 1500mm is established. The dimensions of the main components of the model are shown in Table 1. The initial pretensioning force of the single horizontal prestressed steel strand is 70kN, and the initial pretensioning force of the single vertical prestressed tendon is 180 kN. Vertical load was applied to each column top at an initial axial compression ratio of 0.1.
TABLE 1 model component dimensions
In the above table, □ indicates that the cross section of the square concrete filled steel tube column is square.
The steel material beingIn an ideal elastic-plastic model, the elastic modulus E is 206000MPa, the Poisson ratio is upsilon is 0.3, and the yield strength of the energy dissipation plate is fy300MPa, and the yield strength of the rest of the steel is taken as fy360 MPa. The concrete adopts a C30 strength grade and a corresponding plastic damage model. The prestressed steel strand and the vertical prestressed tendon adopt ideal elastic-plastic models, and the elastic modulus is EPT19500MPa, and the yield strengths are 1860MPa and 1080MPa, respectively. In consideration of contact complexity and computational efficiency, the bottom foundation in the invention is replaced by a rigid flat plate, and bolts at the nodes are simplified by connecting units. And applying displacement load on the top of the column according to a displacement control loading method, wherein the displacement angle between the limiting layers is 4%.
(2) Analysis of simulation results
The load-displacement angle curve of the frame structure is shown in fig. 7, and it can be seen that the hysteresis curve of the frame structure is typically "double-flag" shaped with substantially no residual deformation after unloading. The self-resetting frame structure is shown to have good anti-seismic performance and resetting performance.
Fig. 8 is a stress variation curve of the upper and lower prestressed steel strands 5 at the first-layer beam of the frame, and it can be seen from the graph that the stress of the prestressed steel strands 5 is always lower than the yield strength 1860MPa, and the stress values of the upper and lower prestressed steel strands 5 are substantially consistent in the process that the nodes rotate, which indicates that the prestressed steel strands 5 can fully utilize the bearing capacity of each steel strand by adopting a full-length arrangement mode.
Fig. 9 is an overall stress cloud graph of the frame at a displacement angle of 4%, and fig. 10 is a stress detail graph of a first-layer left-side beam-column node in the state. It can be seen from the figure that even when the displacement angle between the frame layers reaches 4%, the main body member is mostly in an elastic state, and only the flange of the H-shaped main beam 21 is mostly plastic due to stress concentration. Furthermore, as can be seen from fig. 9, the end plates 41 of the beam-column connector 4 are not separated from the column wall of the square steel tubular concrete column, and the connection is in a manner that can meet the requirements of rigid design.
Fig. 11 is a stress cloud diagram of energy dissipation plates at the joints of left beam columns on the first layer of the frame, wherein the left side is a tension side energy dissipation plate, and the right side is a compression side energy dissipation plate. As can be seen from the figure, the middle energy dissipation section of the energy dissipation plate 271 has sufficient plastic development, and provides sufficient hysteretic damping for the frame. The middle energy consumption section of the energy consumption plate on the pressed side has an obvious in-plane buckling surface shape, and the requirement of the middle energy consumption section on the resetting capability of the structure during unloading can be reduced.
In the above description, unless otherwise explicitly stated or limited, the terms "disposed" and "connected" are to be understood broadly, and may be, for example, fixedly connected or detachably connected or integrated; either a direct connection or an indirect connection, and the like. The specific meaning of the above terms in the present technical solution can be understood by those of ordinary skill in the art according to specific situations.
The respective specific technical features described in the above-described embodiments may be combined in any suitable manner without contradiction as long as they do not depart from the gist of the present invention, and should also be regarded as being disclosed in the present invention.
Claims (9)
1. A full-assembly type self-resetting frame structure with steel strands arranged in a single-span through-length mode comprises at least two columns (1), an H-shaped steel beam (2) connected between the two columns (1) and a concrete foundation (3) connected to the bottom of the columns (1),
the beam-column connecting piece (4), the prestressed steel strand (5) and the tie rod (6) are further included; the H-shaped steel beam (2) comprises an H-shaped main beam (21) and H-shaped connecting short beams (22) connected to two ends of the H-shaped main beam (21), and the H-shaped main beam (21) and the H-shaped connecting short beams (22) are connected in an assembling mode; anchoring plates (23) are arranged on two sides of a web plate of each H-shaped connecting short beam (22), and the prestressed steel strands (5) are tensioned between the anchoring plates (23) on the two H-shaped connecting short beams (22) at two ends of the same H-shaped main beam (21); the upper flange plate and the lower flange plate of the H-shaped connecting short beam (22) are both provided with a first connecting hole (221);
the upper flange and the lower flange of each H-shaped connecting short beam (22) are connected with a beam-column connecting piece (4); the beam-column connecting piece (4) is T-shaped, a web plate (42) of the beam-column connecting piece (4) is parallel to a flange plate of the H-shaped connecting short beam (22), a second connecting hole (421) corresponding to the first connecting hole (221) is formed in the web plate (42) of the beam-column connecting piece (4), and a third connecting hole (411) is formed in an end plate (41) of the beam-column connecting piece (4);
the column body (1) is provided with a core penetrating hole (11) corresponding to the third connecting hole (411) in position in a penetrating mode, and the drawknot rod (6) connects the column body (1) with an end plate (41) on the beam-column connecting piece (4) through the core penetrating hole (11).
2. The steel strand single-span through-length arranged full-assembly type self-resetting frame structure as claimed in claim 1, wherein the H-shaped main beam (21) and the H-shaped connecting short beam (22) are connected through a connecting piece (24), the connecting piece (24) comprises an end connecting plate (241) and two belly connecting plates (242) vertically arranged on the end connecting plate (241), the two belly connecting plates (242) are both parallel to a web of the H-shaped main beam (21), and a gap (243) for inserting the web of the H-shaped main beam (21) is arranged between the two belly connecting plates (242); the two belly connecting plates (242) are provided with fourth connecting holes (244), the web of the H-shaped main beam (21) is provided with fifth connecting holes (211) corresponding to the fourth connecting holes (244), and the end connecting plate (241) is connected to the end face of the H-shaped connecting short beam (22).
3. The fully assembled self-restoring frame structure for a single span length arrangement of steel strands according to claim 2, wherein a first stiffening rib (25) is provided between the end connection plate (241) and the anchoring plate (23) on the H-shaped connection stub (22).
4. The fully assembled self-resetting frame structure with the steel strands arranged in the single span and through length mode according to claim 2, wherein the H-shaped main beam (21) is connected with a reinforcing plate (26) attached to a flange plate of the H-shaped main beam, the end portion of the reinforcing plate (26) and the end portion of the web plate (42) of the beam-column connecting piece (4) are respectively pressed against two sides of the end connecting plate (241), and the outer side surface of the reinforcing plate (26), the side surface of the end connecting plate (241) and the outer surface of the web plate (42) of the beam-column connecting piece (4) are flush.
5. The fully assembled self-resetting frame structure with the steel strands arranged in the single-span through length mode as claimed in claim 1 or 2, wherein energy dissipation assemblies (27) are arranged on the flange plates of the H-shaped main beam (21), each energy dissipation assembly (27) comprises an energy dissipation plate (271) and a cover plate (272), each energy dissipation plate (271) is provided with a strip-shaped groove (273), one end of each energy dissipation plate (271) is connected to the web plate (42) of the beam column connecting piece (4) at the position of the H-shaped connecting short beam (22), and the other end of each energy dissipation plate (271) is connected to the flange plate of the H-shaped main beam (21); the cover plate (272) is connected to the energy consumption plate (271) at the flange plate of the H-shaped main beam (21), the cover plate (272) does not exceed the end face of the H-shaped main beam (21), and the cover plate (272) needs to cover the strip-shaped groove (273) in the energy consumption plate (271).
6. The steel strand single span through length arranged fully assembled self-resetting frame structure of claim 1, characterized in that the tie rod (6) is a screw nut assembly.
7. The fully assembled self-restoring frame structure of a single span length arrangement of steel strands according to claim 1, characterized in that the beam-column connection (4) is provided with a third stiffening rib (43).
8. The steel strand single-span through-length arranged full-assembly type self-resetting frame structure as claimed in claim 1, characterized in that the concrete foundation (3) is connected with the column body (1) through a pier component (7) and a vertical prestressed tendon (8); the pier assembly (7) comprises a supporting frame (71) and a supporting plate (72) connected to the top of the supporting frame (71), the bottom of the supporting frame (71) is embedded in the concrete foundation (3), and the top of the supporting frame (72) is exposed; one end of the vertical prestressed tendon (8) is anchored on the column body of the column body (1), and the other end of the vertical prestressed tendon is anchored on the supporting plate (72); the joint of the supporting plate (72) and the root of the column body (1) is provided with a shear resistant part (73).
9. The steel strand single-span through-length arranged full-assembly type self-resetting frame structure as claimed in claim 8, wherein a bottom plate (10) is clamped between the column body (1) and the supporting plate (72), and the overall size of the bottom plate (10) is larger than the cross-sectional size of the bottom of the column body (1); the contact surface between the bottom plate (10) and the shear resistant part (73) is an arc surface.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110087270.0A CN112761253A (en) | 2021-01-22 | 2021-01-22 | Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110087270.0A CN112761253A (en) | 2021-01-22 | 2021-01-22 | Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112761253A true CN112761253A (en) | 2021-05-07 |
Family
ID=75705634
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110087270.0A Pending CN112761253A (en) | 2021-01-22 | 2021-01-22 | Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112761253A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113550447A (en) * | 2021-07-28 | 2021-10-26 | 安徽省建筑科学研究设计院 | Double-hinged functional-restorable steel frame beam column joint |
| CN114108813A (en) * | 2021-11-10 | 2022-03-01 | 河北工业大学 | Assembled steel connector beam column and column foundation splicing structure |
| CN114457914A (en) * | 2022-01-05 | 2022-05-10 | 燕山大学 | Assembly type self-resetting friction energy-dissipation steel frame beam column joint with rotation center on flange |
| CN114592523A (en) * | 2022-02-23 | 2022-06-07 | 东通岩土科技股份有限公司 | Foundation pit inner support without column support used in foundation pit |
| CN116065834A (en) * | 2023-02-14 | 2023-05-05 | 中国五冶集团有限公司 | Quick installation construction method for large-span steel truss framework membrane structure |
| CN116065695A (en) * | 2023-02-21 | 2023-05-05 | 国核电力规划设计研究院有限公司 | Assembled steel beam column structure of full cycle hierarchical power consumption |
| CN118065535A (en) * | 2024-04-17 | 2024-05-24 | 北京工业大学 | High-toughness self-resetting assembled steel structure system with embedded composite energy-consumption damping device easy to replace |
| CN118087739A (en) * | 2024-04-17 | 2024-05-28 | 北京工业大学 | High-toughness assembled steel structure system with embedded high-performance hierarchical energy dissipation damping device easy to replace |
-
2021
- 2021-01-22 CN CN202110087270.0A patent/CN112761253A/en active Pending
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113550447A (en) * | 2021-07-28 | 2021-10-26 | 安徽省建筑科学研究设计院 | Double-hinged functional-restorable steel frame beam column joint |
| CN114108813A (en) * | 2021-11-10 | 2022-03-01 | 河北工业大学 | Assembled steel connector beam column and column foundation splicing structure |
| CN114457914A (en) * | 2022-01-05 | 2022-05-10 | 燕山大学 | Assembly type self-resetting friction energy-dissipation steel frame beam column joint with rotation center on flange |
| CN114592523A (en) * | 2022-02-23 | 2022-06-07 | 东通岩土科技股份有限公司 | Foundation pit inner support without column support used in foundation pit |
| CN116065834A (en) * | 2023-02-14 | 2023-05-05 | 中国五冶集团有限公司 | Quick installation construction method for large-span steel truss framework membrane structure |
| CN116065695A (en) * | 2023-02-21 | 2023-05-05 | 国核电力规划设计研究院有限公司 | Assembled steel beam column structure of full cycle hierarchical power consumption |
| CN116065695B (en) * | 2023-02-21 | 2024-02-06 | 国核电力规划设计研究院有限公司 | Assembled steel beam column structure of full cycle hierarchical power consumption |
| CN118065535A (en) * | 2024-04-17 | 2024-05-24 | 北京工业大学 | High-toughness self-resetting assembled steel structure system with embedded composite energy-consumption damping device easy to replace |
| CN118087739A (en) * | 2024-04-17 | 2024-05-28 | 北京工业大学 | High-toughness assembled steel structure system with embedded high-performance hierarchical energy dissipation damping device easy to replace |
| CN118065535B (en) * | 2024-04-17 | 2024-07-12 | 北京工业大学 | High-toughness self-resetting assembled steel structure system with embedded composite energy-consumption damping device easy to replace |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112761253A (en) | Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode | |
| KR100671429B1 (en) | Horizontal supporting structure of shear wall | |
| CN111593926A (en) | H-shaped steel part filled concrete combined column-reinforced concrete beam joint and design method thereof | |
| US20210189726A1 (en) | Method of introducing prestress to beam-column joint of pc structure in triaxial compression | |
| JP2008214973A (en) | Seismic-control bridge pier structure | |
| CN110644806A (en) | External prestress assembly type concrete frame-energy dissipation support reinforcing structure of existing structure | |
| CN214784723U (en) | Full-assembly type self-resetting frame structure with steel strands arranged in single-span through length mode | |
| KR100949828B1 (en) | Steel beam and hybrid beam of steel concrete for slim floor | |
| CN113529946A (en) | Beam column energy consumption connecting piece based on U-shaped plate and construction method thereof | |
| US20120222375A1 (en) | Method to Compress Prefabricated Deck Units by Tensioning Elements at Intermediate Supports | |
| CN113529944A (en) | Beam-column energy-consumption connecting piece and construction method thereof | |
| CN108678217B (en) | Self-resetting device with inclined prestressed tendons and steel plate shear wall of steel tube concrete frame | |
| CN113529945B (en) | Self-resetting beam column energy dissipation connecting piece and construction method thereof | |
| Hao et al. | Performance of dry exterior beam-column joints using CFRP bolts and SFRC under cyclic loading | |
| CN212897853U (en) | H-shaped steel part filled concrete combined column-reinforced concrete beam joint | |
| CN115162358A (en) | Assembled steel-concrete combined support system for foundation pit engineering and construction method | |
| CN111622380B (en) | Combined shear wall capable of quickly recovering function after earthquake and wall body composed of combined shear wall | |
| CN116802359A (en) | Composite RCC bridge deck and prestressed parabolic bottom chord underslung type hollow steel girder bridge upper structure | |
| CN113216386A (en) | Full-assembly steel-concrete combined frame-support building structure system | |
| Johnson et al. | Retrofit of slab-column connections using CFRP | |
| CN220451075U (en) | Post-tensioned unbonded prestressed concrete frame structure system connected by UHPC (ultra high pressure polyethylene) | |
| CN109184077B (en) | Steel reinforced concrete beam with prestressed lower anchor and construction method thereof | |
| CN220451080U (en) | Post-tensioned unbonded prestressed concrete open-pore beam frame structure system connected by UHPC (ultra high pressure polyethylene) | |
| Saatcioglu | Seismic risk mitigation through retrofitting nonductile concrete frame systems | |
| KR20230174791A (en) | Bridge having static moment reducing device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |