CN111827466B - Prestressed steel-wood combined beam-column joint - Google Patents
Prestressed steel-wood combined beam-column joint Download PDFInfo
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- CN111827466B CN111827466B CN202010560969.XA CN202010560969A CN111827466B CN 111827466 B CN111827466 B CN 111827466B CN 202010560969 A CN202010560969 A CN 202010560969A CN 111827466 B CN111827466 B CN 111827466B
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- 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
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- 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
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
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- 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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- 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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/08—Members specially adapted to be used in prestressed constructions
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/08—Members specially adapted to be used in prestressed constructions
- E04C5/12—Anchoring devices
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- 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
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Abstract
The invention relates to a prestressed steel-wood combined beam-column node which comprises a laminated veneer lumber column and a laminated veneer lumber beam which are respectively connected with an H-shaped steel structure, wherein the H-shaped steel structure comprises H-shaped steel, two ends of which are respectively welded with steel plates, a first stiffening rib and a second stiffening rib are symmetrically arranged between the two steel plates, the first stiffening rib is positioned between the second stiffening rib and the steel plates, two ends of an upper flange of the H-shaped steel are respectively connected to short plates of two angle steel energy dissipation parts, and long plates of the two angle steel energy dissipation parts are respectively and fixedly arranged on an upper flange and a lower flange of the laminated veneer lumber beam. Compared with the prior art, the reinforced H-shaped steel structure is introduced into the core area of the node, the adverse stress mode of wood cross grain bearing can be effectively avoided, the long-term performance of the node is improved, the node is installed and connected in a rib planting mode and a prestressed rib anchoring mode, and the initial prestress of the node can be improved by adopting a locally weakened angle steel energy dissipation piece, so that the node has higher strength, rigidity and self-resetting performance.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a steel-wood combined beam-column joint with a post-earthquake self-resetting function.
Background
The residual deformation of the traditional heavy beam-column glued wood structure after earthquake is large, the repair is difficult and the repair cost is high. In order to improve the post-earthquake recoverability of the structure, the self-resetting glued wood frame structure is produced. The structure is characterized in that the beam column members are connected by prestressed tendons penetrating through the beam columns by relaxing the constraint between the beam columns in the node area. Under the action of an earthquake, beam-column nodes of the self-resetting laminated wood frame structure are opened, and energy dissipation parts in node areas are forced to generate plastic deformation to dissipate energy. After the earthquake, the self-reset of the structure is realized by providing enough restoring moment through the prestressed tendons. Compare original structure, from the residual displacement after the shake of the better control structure of reset laminated wood frame structure. The use of such structures in medium and high-rise wood structures still presents some difficulties.
Wood, as an anisotropic material, has much lower strength and stiffness in the cross grain direction than in the down grain direction. In the self-resetting laminated wood frame structure, the joint can cause serious wood cross grain bearing deformation on the surface of a laminated wood column in the opening process, so that on one hand, the increase of prestress in the opening process of the joint is limited, the self-resetting performance of the structure is reduced, and meanwhile, the column member can generate unrecoverable plastic deformation; in addition, considering the adverse effect of the bearing deformation of the wood cross grain in the node area, the level of prestress application in the self-resetting wood frame structure is limited, and the improvement of the node bearing capacity can only be realized by increasing the section of the member, which is undoubtedly inefficient and uneconomical; in the aspect of long-term performance, the cross-grain pressure bearing of the node area can cause loss to the original applied prestress of the structure, so that the long-term performance can not realize continuous effectiveness.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a prestressed steel-wood combined beam-column node, the prestress application of the node is controlled by the wood straight-line compressive strength by arranging the reinforced H-shaped steel in the node core area, the unfavorable stress mode of wood cross-line pressure bearing is avoided, a higher initial prestress level can be set, higher node strength, rigidity and self-resetting performance are obtained more effectively, the wood cross-line pressure bearing is reduced, and the long-term performance of the node is improved.
The purpose of the invention can be realized by the following technical scheme: the utility model provides a prestressing force steel wood combination beam column node, includes plywood glued wooden column and plywood glued wooden beam be connected respectively with H shaped steel structure, H shaped steel structure includes that both ends weld respectively has the H shaped steel of steel sheet, install first stiffening rib and second stiffening rib between two steel sheets symmetrically, first stiffening rib is located between second stiffening rib and the steel sheet, the both ends on the H shaped steel top flange are connected to the short slab of two angle steel power consumption spare respectively, the long slab of two angle steel power consumption spare is fixed mounting respectively on the top flange and the bottom flange of plywood glued wooden beam.
Furthermore, the plywood glued wood beam is structurally connected with the H-shaped steel through the post-tensioned unbonded prestressed tendons, the post-tensioned unbonded prestressed tendons sequentially penetrate through the plywood glued wood beam, the upper and lower flanges of the H-shaped steel and the prestressed tendon anchoring steel base plate, and anchorage devices are respectively sleeved at two ends of the post-tensioned unbonded prestressed tendons.
Furthermore, a first groove is formed in the joint of a short plate and a long plate of the angle steel energy dissipation part, the short plate is connected with the upper flange of the H-shaped steel through a first bolt, and the long plate is fixedly installed on the upper flange and the lower flange of the plywood glued wood beam through a second bolt.
Furthermore, the laminated wood column is connected to the steel plate of the H-shaped steel through a third bolt and a T-shaped shear plate, a hole for pre-pouring structural adhesive and screwing the third bolt is formed in the laminated wood column, and the length of the third bolt extending into the laminated wood column is larger than the height of a web plate of the T-shaped shear plate.
Furthermore, a second groove used for pouring structural adhesive and inserting the T-shaped shear plate is formed in the plywood glued wood column, and the length of the second groove is equal to the height of a web plate of the T-shaped shear plate.
Furthermore, holes for increasing the contact area between the web plate and the structural adhesive are uniformly formed in the web plate of the T-shaped shear plate.
Further, the thickness of the flange of the T-shaped shear plate is smaller than that of the steel plate.
Further, the post-tensioned unbonded prestressed tendon is specifically a prestressed strand, a finish-rolled deformed steel bar, an FRP (fiber reinforced polymer) tendon or a GFRP (glass fiber reinforced polymer) tendon.
Furthermore, the anchorage device is a clamping piece type anchorage device, a supporting type anchorage device, a conical plug type anchorage device or a nut anchorage device.
Compared with the prior art, the invention has the following advantages:
according to the invention, the reinforced H-shaped steel structure containing the stiffening ribs is introduced into the core area of the beam-column joint, so that the prestress application of the joint is controlled by the compressive strength of the wood along the grain, and the unfavorable stress mode of the wood cross grain bearing can be effectively avoided, thereby improving the long-term performance of the joint.
The H-shaped steel is connected with the upper and lower laminated plate glued wood columns in a bar planting mode, and the T-shaped shear plates are arranged to improve the shearing resistance of a bar planting connection interface, so that the pulling resistance bearing capacity provided by bar planting connection and the shearing resistance bearing capacity provided by the T-shaped shear plates are ensured, and the strength and the rigidity of the whole node are greatly improved.
Thirdly, the post-tensioned bonding prestressed tendons are adopted to connect the H-shaped steel and the laminated wood beam, and the post-tensioned bonding prestressed tendons are fixed through the anchors at two ends after being stretched to provide initial prestress of the node, so that the node can be provided with higher initial prestress.
The angle steel energy dissipation piece with the locally weakened function is connected with the H-shaped steel and the laminated wood beam respectively, so that the beam column member is allowed to generate relative deformation in the node area under the action of earthquake force, earthquake input energy is dissipated by the angle steel energy dissipation piece with the locally weakened function through plastic deformation, after earthquake, the beam column member in the node area is pulled back to the initial state under the contraction action of the prestressed tendons, the residual deformation of the node area after the earthquake is greatly reduced, and the self-resetting performance of the node is further guaranteed.
Drawings
FIG. 1 is a perspective view illustrating the installation effect of the present invention;
FIG. 2 is a front view of the installation effect of the present invention;
FIG. 3 is a schematic structural view of an H-shaped steel;
FIG. 4 is a schematic view of the connection mode of the plywood glued wood column and the H-shaped steel structure;
FIG. 5 is a schematic view of the connection between the laminated wood beam and the H-shaped steel structure;
FIG. 6 is a schematic structural diagram of a partially weakened angle steel energy dissipation part;
FIG. 7 is a schematic view of a T-shaped shear plate and a third bolt configuration;
FIG. 8 is a schematic view of a plywood laminated wood stud end construction;
FIG. 9 is a schematic view of a plywood glulam beam construction;
the symbols in the figure illustrate: 1. laminated veneer lumber column, 13, a third bolt, 130, a seventh reserved bolt hole, 1400, a second groove,
2. laminated veneer wood beam, 23 post-tensioned unbonded prestressed tendons, 230 first prestressed tendon preformed holes, 25 second bolts, 250 eighth preformed bolt holes,
3. an H-shaped steel structure 35, a first bolt 350, a first reserved bolt hole 310, a second reserved bolt hole 331, a first stiffening rib 332, a second stiffening rib 333, a steel plate 334, an H-shaped steel 320, a second prestressed tendon reserved hole,
4. a T-shaped shear plate 410, a third reserved bolt hole 430, a fourth reserved bolt hole,
5. an angle steel energy dissipation part 500, a first groove 530, a fifth reserved bolt hole 520 and a sixth reserved bolt hole,
6. the prestressed tendons anchor the steel backing plate,
7. an anchorage device.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
Examples
As shown in fig. 1 to 2, a prestressed steel-wood composite beam-column node includes: the composite plate comprises a laminated wood column 1, a laminated wood beam 2, an H-shaped steel structure 3, a T-shaped shear plate 4, a post-tensioned unbonded prestressed tendon 23 and a partially weakened angle steel energy dissipation part 5. The H-shaped steel structure 3 is installed between the laminated veneer lumber columns 1 which are arranged up and down, and the laminated veneer lumber beam 2 is transversely connected to the H-shaped steel structure 3, namely, an adverse stress mode that the transverse grains of the laminated veneer lumber column 1 bear pressure is avoided through the H-shaped steel structure 3 in a node core area, concretely, the post-tensioning unbonded prestressed tendon 23 sequentially penetrates through the laminated veneer lumber beam 2 and the H-shaped steel structure 3 and penetrates through the prestressed tendon anchoring steel backing plate 6, and after tensioning, the two ends of the post-tensioning unbonded prestressed tendon are fixed through the anchorage devices 7 to complete connection, in the embodiment, the anchorage devices 7 can be any one of a clamping piece type anchorage device, a supporting type anchorage device, a conical plug type anchorage device or a nut anchorage device, in addition, the short plates of the angle steel energy dissipation piece 5 are connected with the H-shaped steel structure 3 through the first bolts 35, and the long plates of the energy dissipation angle steel piece 5 are connected with the laminated veneer lumber beam 2 through the second bolts 25.
As shown in fig. 3, the H-beam structure 3 includes an H-beam 334, a steel plate 333, a first stiffener 331 and a second stiffener 332, the H-beam 334 is connected to the steel plate 333 by welding, the welding form is double-sided fillet welding, a second reserved bolt hole 310 is formed in the steel plate 333, the second reserved bolt hole 310 is symmetrically distributed on both sides of a web of the H-beam 334, the H-beam 334 is provided with the first stiffener 331 and the second stiffener 332, a first reserved bolt hole 350 is formed in a flange between the steel plate 333 and the first stiffener 331, the first reserved bolt hole 350 is symmetrically distributed on both sides of the web of the H-beam, a first reserved tendon hole 320 is formed in a flange between the H-beam 334 and the second stiffener 332, and the first stiffener 331 and the second stiffener 332 are symmetrically distributed on both sides of the first reserved tendon hole 320.
As shown in fig. 4 to 6, the laminated wood column 1 and the H-shaped steel structure 3 are connected by a third bolt 13, a seventh reserved bolt hole 130 and a second groove 1400 are provided on the end surface of the laminated wood column 1 connected with the T-shaped shear plate 4, the depth of the seventh reserved bolt hole 130 is the same as the length of the third bolt 13, the length of the second groove 1400 is the same as the length of the web of the T-shaped shear plate 4, the third bolt 13 is mounted in the seventh reserved bolt hole 130 by an epoxy structural adhesive to form a stable rebar junction, the third bolt 13 is screwed after penetrating through the second reserved bolt hole 310 on the steel plate 33, the length of the third bolt 13 extending into the laminated wood column 1 is longer than the length of the web of the T-shaped shear plate 4 to ensure that the rebar junction can provide a pull-resistant bearing capacity, the shear capacity is provided by the T-shaped shear plate 4, the end of the third bolt 13 is provided with a thread, whole screw thread all is outside the tip of T type shear plate 4 web, and the web direction of T type shear plate 4 is parallel with the web direction of H shaped steel 334, and the thickness of the edge of a wing of T type shear plate 4 will be less than the thickness of steel sheet 333 to reduce the weight in node core area, fourth reserved bolt hole 430 is in the edge of a wing of T type shear plate 4 symmetric distribution, and third reserved bolt hole 410 is evenly distributed on T type shear plate 4 web.
During actual installation, firstly, structural adhesive is poured into the seventh reserved bolt hole 130 in advance, then the third bolt 13 is screwed into the seventh reserved bolt hole 130, after the structural adhesive is fully condensed and the maintenance of bar planting connection is completed, the other end of the third bolt 13 penetrates through the second reserved bolt hole 310, and then the connection between the H-shaped steel structure 3 and the upper and lower plywood glued wooden columns 1 is completed;
after the third bolt 13 is connected with the planted bar of the laminated wood 1, the structural adhesive is poured into the second groove 1400, the T-shaped shear plate 4 is installed in the second groove 1400, and the third reserved bolt hole 410 formed in the web plate of the T-shaped shear plate 4 is used for increasing the contact area between the web plate and the structural adhesive.
As shown in fig. 7, the laminated wood beam 2 and the H-shaped steel structure 3 are connected with the angle steel energy dissipation member 5 through the post-tensioned unbonded prestressed tendon 23, the first bolt 35 is used for connecting the angle steel energy dissipation member 5 with the H-shaped steel structure 3, the second bolt 25 is used for connecting the angle steel energy dissipation member 5 with the laminated wood beam 2, wherein the first bolt 35 penetrates through the upper and lower flanges of the H-shaped steel structure 3 and the short plate portion of the angle steel energy dissipation member 5, the second bolt 25 penetrates through the upper and lower flanges of the laminated wood beam 2 and the long plate portion of the angle steel energy dissipation member 5, the post-tensioned unbonded prestressed tendon 23 transversely penetrates through the laminated wood beam 2, the upper and lower flanges of the H-shaped steel structure 3 and the prestressed tendon anchoring steel backing plate 6 in sequence, and is anchored at the prestressed tendon anchoring steel backing plate 6.
As shown in fig. 8, the short plate of the angle steel energy dissipation member 5 is provided with a fifth reserved bolt hole 530, the long plate is provided with a sixth reserved bolt hole 520, and the joint of the short plate and the long plate is provided with a first groove 500 to form local weakening, so as to ensure that the steel material is firstly yielded to dissipate energy.
As shown in fig. 9, a first tendon reserved hole 230 is longitudinally arranged on the laminated wood beam 2, and an eighth reserved bolt hole 250 is arranged at the end of the laminated wood beam in the direction parallel to the column, and is used for installing a second bolt 25, the first tendon reserved hole 230 is symmetrically distributed relative to the two sides of the web of the H-shaped steel 334, the eighth reserved bolt hole 250 is symmetrically distributed on the laminated wood beam 2, and the post-tensioned unbonded tendon 23 respectively penetrates through the first tendon reserved hole 230 in the laminated wood beam 2 and the second tendon reserved hole 320 in the H-shaped steel structure 3, in this embodiment, the post-tensioned unbonded tendon 23 may be any one of a pre-stressed steel strand, a finish-rolled deformed steel bar, an FRP tendon or a GFRP tendon.
In summary, the invention provides a prestressed steel-wood combined beam-column joint with a post-earthquake self-resetting function. On the basis of the self-resetting glued wood beam-column joint, the reinforced H-shaped steel structure is arranged in the core area of the joint, so that the problem of cross grain pressure bearing in the beam-column joint of the original self-resetting glued wood frame structure is thoroughly isolated, and the stress mechanism of the joint is further changed. The introduction of the core region reinforced H-shaped steel enables the prestress application of the node to be controlled by the compressive strength of the wood along the grain, and the unfavorable stress mode of the pressure bearing of the wood cross grain is avoided. Compared with the existing self-resetting glued wood beam column node, on the aspect of detail structure, the node provided by the invention is composed of a laminated wood beam column, reinforced H-shaped steel, a T-shaped shear plate, a post-tensioning unbonded prestressed tendon and a partially weakened angle steel energy dissipation part, wherein the reinforced H-shaped steel is connected with an upper glued wood column and a lower glued wood column in a rebar planting mode, and the T-shaped shear plate is arranged to improve the shearing resistance of a rebar planting connection interface; the post-tensioned unbonded prestressed tendons penetrate through reserved holes in the glued wood beam and the H-shaped steel and are anchored at two ends after being stretched to provide initial prestress of the joints; the locally weakened angle steel energy dissipation piece is connected with the reinforced H-shaped steel and the glued wood beam through bolts on two limbs of the angle steel energy dissipation piece, and finally the node can be set to have a higher initial prestress level, so that higher node strength, rigidity and self-resetting level are effectively obtained. Meanwhile, the unfavorable stress mode of wood cross grain pressure bearing is greatly reduced in the node, and the long-term performance of the node is improved.
Claims (7)
1. The utility model provides a prestressing force wooden combination beam column node, its characterized in that includes plywood veneer lumber column (1) and plywood veneer lumber (2) of being connected respectively with H shaped steel structure (3), H shaped steel structure (3) are used for making the prestressing force of node apply to change by timber along line compressive strength control to avoid the unfavorable stress mode of timber cross grain pressure-bearing, set up higher initial prestressing force level, plywood veneer lumber (2) are connected with H shaped steel structure (3) through post-tensioned unbonded prestressing tendons (23), post-tensioned unbonded prestressing tendons (23) pass plywood veneer lumber (2), the upper and lower flange and the prestressing tendons anchor steel backing plate (6) of H shaped steel (334) in proper order, the both ends of post-tensioned unbonded prestressing tendons (23) are overlapped respectively and are equipped with ground tackle (7) to provide node initial prestressing force, the elastic stretching of post-tensioned unbonded prestressing tendons (23) makes veneer lumber column (1) and H shaped steel structure (3) the elastic stretching of ) Under the action of external load, large relative deformation is generated, the compression deformation of wood transverse grains cannot be generated, and the elastic contraction of the post-tensioned unbonded prestressed tendons (23) forces the beam column component to return to the original position to play a role in resetting;
the height of the H-shaped steel structure (3) is greater than the section height of the laminated veneer lumber (2), the H-shaped steel structure (3) comprises H-shaped steel (334) with two ends welded with steel plates (333) respectively, the upper and lower steel plates (333) are connected with the upper and lower laminated veneer lumber (1) respectively, a first stiffening rib (331) and a second stiffening rib (332) are symmetrically arranged between the upper and lower steel plates (333), the first stiffening rib (331) is positioned between the second stiffening rib (332) and the steel plates (333), two ends of the upper flange of the H-shaped steel (334) are connected to short plates of two angle steel energy dissipation members (5) through first bolts (35), long plates of the two angle steel energy dissipation members (5) are fixedly arranged on the upper flange and the lower flange of the laminated veneer lumber (2) through second bolts (25) respectively, and a first groove (500) for local weakening is arranged at the joint of the short plates and the long plates of the energy dissipation members (5), the angle steel energy dissipation piece (5) dissipates external input energy through plastic deformation.
2. The prestressed steel-wood composite beam-column joint according to claim 1, wherein the plywood laminated wood column (1) is connected to the steel plate (333) through a third bolt (13) and a T-shaped shear plate (4), the T-shaped shear plate (4) is used for providing shear-resisting bearing capacity, holes for pre-pouring structural glue and screwing the third bolt (13) are formed in the plywood laminated wood column (1), and the length of the third bolt (13) extending into the plywood laminated wood column (1) is greater than the height of a web of the T-shaped shear plate (4).
3. The prestressed steel-wood composite beam-column joint according to claim 2, wherein a second groove (1400) for pouring structural adhesive and inserting the T-shaped shear plate (4) is formed in the plywood glued wood column (1), and the length of the second groove (1400) is equal to the height of a web of the T-shaped shear plate (4).
4. The prestressed steel-wood composite beam-column joint according to claim 3, wherein holes for increasing the contact area between the web and the structural adhesive are uniformly formed in the web of the T-shaped shear plate (4).
5. The prestressed steel-wood composite beam-column joint according to claim 4, wherein the thickness of the flange of the T-shaped shear plate (4) is smaller than that of the steel plate (333) so as to reduce the weight of the core area of the joint.
6. The prestressed wood composite beam-column joint according to claim 1, wherein the post-tensioned unbonded prestressed reinforcement (23) is a prestressed strand, a finish-rolled deformed steel bar, an FRP reinforcement or a GFRP reinforcement.
7. The prestressed steel-wood composite beam-column joint according to claim 1, wherein the anchor (7) is a clip-type anchor, a support-type anchor, a cone plug-type anchor or a nut anchor.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2020102184679 | 2020-03-25 | ||
| CN202010218467 | 2020-03-25 |
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| CN111827466A CN111827466A (en) | 2020-10-27 |
| CN111827466B true CN111827466B (en) | 2022-09-09 |
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| CN202010560969.XA Active CN111827466B (en) | 2020-03-25 | 2020-06-18 | Prestressed steel-wood combined beam-column joint |
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| CN113047428B (en) * | 2021-04-07 | 2022-06-21 | 青岛理工大学 | Thread splicing type steel-wood combined node and mounting method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0723627B2 (en) * | 1986-02-07 | 1995-03-15 | ミサワホ−ム株式会社 | Joint structure of steel prism and H-shaped steel beam |
| CN202031172U (en) * | 2010-12-30 | 2011-11-09 | 积水住宅株式会社 | Wooden building |
| CN105297920A (en) * | 2015-11-11 | 2016-02-03 | 同济大学 | Heavy type wood frame self-resetting node |
| CN206110325U (en) * | 2016-10-14 | 2017-04-19 | 天津大学 | Take telescopic assembled wood frame structure beam column node |
| CN106930593B (en) * | 2017-05-03 | 2018-11-23 | 常州工学院 | Bamboo（Wood）Frame structure beam column assembled energy dissipation node |
| CN110029726B (en) * | 2019-05-15 | 2024-04-05 | 南京林业大学 | Assembled steel bamboo wood combined structure system suitable for multi-story high-rise building |
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