CN214942941U - Staggered truss structure of layering assembled antidetonation - Google Patents
Staggered truss structure of layering assembled antidetonation Download PDFInfo
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Abstract
The utility model provides a crisscross truss structure of layering assembled antidetonation. The structure comprises a structural truss unit, an open web truss unit, steel columns, steel beams and steel cables. The structural truss unit comprises an upper chord member, a lower chord member, two end web members, four vertical web members, two end diagonal members and two slotted steel plates. The hollow truss unit comprises an upper chord member, a lower chord member and two end web members. The plurality of structural truss units and the hollow truss units are arranged at intervals along the depth direction to form a layer of integral building unit. And the integral building units of each layer are sequentially overlapped upwards to form a layered assembly type anti-seismic staggered truss structure. The lower end of the end web member of the bottom building unit is fixed above the steel column. The structure effectively realizes the balance of energy consumption capability and self-resetting performance, has simple structure, can further improve the assembly degree and the construction progress, and has wide application prospect in the fields of assembly type industrialization and earthquake resistance of multi-story and high-rise steel structure buildings.
Description
Technical Field
The utility model relates to a structural engineering technical field, in particular to crisscross truss structure of layering assembled antidetonation.
Background
The fabricated structure has the characteristics of high construction speed, short construction period and the like, and the fabricated building can reduce the innocent material loss in the construction process and can reduce the construction waste on the construction site.
The staggered truss has the advantages of large bay, high construction speed, short construction period and the like, and is widely applied to engineering. The characteristics of prefabrication, assembly and economy and applicability of the staggered truss steel frame structure system are just in line with the requirements of China for vigorously developing steel structure assembly type residential buildings, and belong to the technical items of key research and development and popularization. For the multi-high-rise staggered truss, if the whole column is installed in place at one time, high requirements are put forward on transportation and hoisting. Therefore, the assembly type technology is applied to the staggered truss, and the hoisting and splicing of the columns and the truss on each layer can be realized, so that the construction difficulty can be obviously reduced.
At present, scholars at home and abroad explore the ductility of the staggered truss structure and research on the restorability of the staggered truss structure is not carried out yet. The traditional staggered truss web members are mainly pulled and pressed, the energy consumption capacity of the structure is limited, and the seeking of the balance between the energy consumption capacity and the restorability of the staggered truss structure becomes the key of future research.
Therefore, it is highly desirable to develop a layered fabricated aseismatic staggered truss structure.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a crisscross truss structure of layering assembled antidetonation to solve the problem that exists among the prior art.
The technical scheme who adopts for realizing the utility model discloses the purpose is such, a crisscross truss structure of layering assembled antidetonation, including structural truss unit, empty stomach truss unit, steel column, girder steel and cable wire.
The structural truss unit comprises an upper chord member, a lower chord member, two end web members, four vertical web members, two end diagonal members and two slotted steel plates.
The whole end web member is I-shaped steel. The end web members include webs and flanges. The end web members are arranged vertically. The web plates of the two end web members are sequentially provided with an upper connecting plate, an upper chord supporting plate and a lower connecting plate from top to bottom on the plate surface on the opposite side. The upper connecting plate, the upper chord supporting plate and the lower connecting plate are all perpendicular to the web plate.
The upper chord and the lower chord are integrally made of I-shaped steel. The upper chord member and the lower chord member are clamped between the two end web members. And two ends of the upper chord are provided with gusset plates on the lower flange. The web plate of the upper chord is fixedly connected with the upper connecting plate through bolts, and the gusset plate is fixedly connected with the upper chord supporting plate through bolts. And the web plate of the lower chord is fixedly connected with the lower connecting plate by bolts.
The whole vertical web member is made of I-shaped steel. The vertical web member comprises an upper section I-shaped steel, a middle section I-shaped steel and a lower section I-shaped steel which are vertically arranged in sequence. Rectangular end plates are welded at the lower end of the upper section I-steel web plate, the upper end and the lower end of the middle section I-steel web plate and the upper end of the lower section I-steel web plate. The rectangular end plate positioned at the lower end of the upper section I-shaped steel web plate is fixedly connected with the rectangular end plate positioned at the upper end of the middle section I-shaped steel web plate through bolts. And the rectangular end plate positioned at the lower end of the middle section I-shaped steel web plate is fixedly connected with the rectangular end plate positioned at the upper end of the lower section I-shaped steel web plate by bolts. The four vertical web members are vertically arranged between the upper chord member and the lower chord member. And the web plate of the vertical web member is vertical to the depth direction. And the joint positions of the vertical web members, the upper chord members and the lower chord members are fixedly connected by SMA self-resetting nodes.
The SMA self-resetting node comprises a T-shaped connecting piece and an SMA plate. The T-shaped connecting piece comprises a horizontal plate and a vertical plate which are perpendicular to each other. The horizontal plate is attached to the lower flange of the upper chord or the upper flange of the lower chord. The horizontal plate is fixedly connected with the lower flange of the upper chord or the upper flange of the lower chord through bolts. The SMA plate is attached to the inner side of the flange of the vertical web member. And the flange of the middle section I-shaped steel is fixedly connected with the SMA plate through a bolt. The vertical plate is attached to the inner side of the SMA plate. And the bolt sequentially penetrates through the flange of the upper section I-steel or the lower section I-steel, the SMA plate and the vertical plate to connect and compact the upper section I-steel, the lower section I-steel and the lower section I-steel.
The four vertical web members are sequentially marked as a first vertical web member, a second vertical web member, a third vertical web member and a fourth vertical web member. The first vertical web member, the second vertical web member, the upper chord and the lower chord enclose an accommodating sash. The third vertical web member, the fourth vertical web member, the upper chord and the lower chord enclose an accommodating sash. A slotted steel plate is embedded in the accommodating sash. The slotted steel plate is welded on the flange plate of the vertical web member.
And the flange of one side of the first vertical web member and the flange of one side of the fourth vertical web member, which are close to the near-end web member, are provided with connecting plates. An end diagonal rod is arranged between the first vertical web member and the corresponding end web member. An end diagonal rod is arranged between the fourth vertical web member and the corresponding end web member. And two ends of the end inclined rod are respectively and fixedly connected with the node plate and the connecting plate.
The hollow truss unit comprises an upper chord member, a lower chord member and two end web members. The upper chord member and the lower chord member are clamped between the two end web members. The upper chord member, the lower chord member and the end web members are connected into a rectangular frame.
The plurality of structural truss units and the hollow truss units are arranged at intervals along the depth direction to form a layer of integral building unit. The adjacent structural truss units are fixedly connected with the web members at the corresponding ends of the open web truss units through steel beams. The upper chords of the adjacent structural truss units and the hollow truss units are fixed through steel cable tie. The adjacent structural truss units and the lower chord of the hollow truss unit are fixed by steel cable tie. And adjacent steel beams are fixed through steel cable drawknot. And the integral building units of each layer are sequentially overlapped upwards to form a layered assembly type anti-seismic staggered truss structure. The lower end of the end web member of the bottom building unit is fixed above the steel column.
Furthermore, a steel column is correspondingly arranged below each end web member of the bottom building unit. Rectangular seal plates are welded at the upper end of the steel column and the lower end of the end web member. And the steel column is fixedly connected with the rectangular sealing plate of the corresponding end web member through a bolt.
Furthermore, the joint part of the end web member and the steel beam is provided with a small section of steel beam. One end of the small section of steel beam is welded with the flange of the end web member, and the other end of the small section of steel beam is connected with the steel beam through a rectangular steel plate and a bolt.
Further, the structural truss units and the open web truss units of the two layers of integral building units which are adjacent up and down are arranged in a staggered mode. The upper chord of the next layer of integral building units is used as the lower chord of the previous layer of integral building units.
Furthermore, a semicircular lug plate is welded on one side of the adjacent structural truss unit, which is opposite to the web plate of the upper chord or the lower chord of the hollow truss unit. The steel cable is connected to the semicircular ear plate in a sleeve mode.
Furthermore, stiffening ribs are welded on the upper chord member, the lower chord member and the end web members.
Further, the end diagonal rod comprises two angle steels. And two ends of the angle steel are respectively welded with the gusset plate and the connecting plate through three-side angle welding. The two angle steels form a T-shaped section.
The technical effects of the utility model are undoubted:
A. the layered assembly type staggered truss is provided, the problem of whole column hoisting in the traditional staggered truss structure is solved, the layered assembly of each component is realized, and the construction difficulty and danger are reduced;
B. the rectangular sealing plates can enhance the connection reliability between the upper layer and the lower layer, and prevent the unreliable force transmission at the connection part;
C. the steel plate with the slits achieves the aim of strength and rigidity decoupling, and the structural deformation mode is adjustable by adjusting parameters such as the length, the width and the number of the slits, so that the aim of controllable structural damage is achieved;
D. the steel cable with the horizontal shear force transmission capability can reduce the requirement of the staggered truss structure on a floor slab, and meanwhile, the steel cable can also provide restoring force for the structure;
E. the structure is simple, the assembly degree can be further improved, the construction progress is improved, and the prefabricated steel structure building has wide application prospect in the fields of assembly type industrialization and earthquake resistance of multi-story and high-rise steel structure buildings.
Drawings
FIG. 1 is a schematic structural view of a layered assembly type anti-seismic staggered truss;
FIG. 2 is a schematic structural view of a structural truss unit;
FIG. 3 is an enlarged view of a portion A;
FIG. 4 is a schematic view of the end web member;
FIG. 5 is a schematic view of the upper chord structure;
FIG. 6 is a schematic view of the end diagonal bar configuration;
FIG. 7 is a schematic structural view of a slotted steel plate;
FIG. 8 is a schematic view of the lower chord structure;
FIG. 9 is a schematic illustration of a steel cord construction;
FIG. 10 is a schematic view of a semicircular ear plate structure;
fig. 11 is a connection relationship diagram of steel columns, steel beams and structural truss units.
In the figure: the steel column comprises a steel column 1, an upper chord 2, a lower chord 20, an end web member 3, a web 301, a flange 302, an upper connecting plate 303, an upper chord supporting plate 304, a lower connecting plate 305, a vertical web member 4, an upper section I-steel 401, a middle section I-steel 402, a lower section I-steel 403, a rectangular end plate 404, a connecting plate 405, an end diagonal rod 5, a T-shaped connecting piece 6, a horizontal plate 601, a vertical plate 602, an SMA plate 7, a steel beam 8, a steel cable 9, a slotted steel plate 10, a small section of steel beam 11 and a semicircular ear plate 12.
Detailed Description
The present invention will be further described with reference to the following examples, but it should not be construed that the scope of the present invention is limited to the following examples. Various substitutions and modifications can be made without departing from the technical spirit of the invention and according to the common technical knowledge and conventional means in the field, and all shall be included in the scope of the invention.
Example 1:
referring to fig. 1, the present embodiment provides a layered assembly type aseismatic staggered truss structure including structural truss units, open web truss units, steel columns 1, steel beams 8, and steel cables 9 arranged in a spatial direct coordinate system o-xyz. The z-axis direction of the coordinate system o-xyz is the floor height direction, and the x-axis direction is the depth direction.
Referring to fig. 2, the structural truss unit includes an upper chord 2, a lower chord 20, two end web members 3, four vertical web members 4, two end diagonal members 5, and two slotted steel plates 10.
The whole end web member 3 is made of I-shaped steel. The end web 3 comprises a web 301 and a flange 302. The end web members 3 are arranged vertically. The web 301 of the two end web members 3 is provided with an upper connecting plate 303, an upper chord support plate 304 and a lower connecting plate 305 in this order from top to bottom on the opposite side plate surface. The upper connecting plate 303, the upper chord support plate 304 and the lower connecting plate 305 are all perpendicular to the web 301.
Referring to fig. 5 and 7, the upper chord 2 and the lower chord 20 are integrally formed as an i-beam. The upper chord 2 and the lower chord 20 are clamped between the two end web members 3. And node plates 201 are arranged at the two ends of the upper chord 2 on the lower flange. The web plate of the upper chord 2 is fixedly connected with the upper connecting plate 303 through bolts, and the gusset plate 201 is fixedly connected with the upper chord supporting plate 304 through bolts. The web of the lower chord 20 is fixedly connected with the lower connecting plate 305 by bolts.
The whole vertical web member 4 is made of I-shaped steel. The vertical web member 4 comprises an upper section I-beam 401, a middle section I-beam 402 and a lower section I-beam 403 which are vertically arranged in sequence. Rectangular end plates 404 are welded at the lower end of the web plate of the upper section I-steel 401, the upper end and the lower end of the web plate of the middle section I-steel 402 and the upper end of the web plate of the lower section I-steel 403. The rectangular end plate 404 at the lower end of the web plate of the upper section I-beam 401 is fixedly connected with the rectangular end plate 404 at the upper end of the web plate of the middle section I-beam 402 by bolts. The rectangular end plate 404 at the lower end of the web plate of the middle section I-beam 402 is fixedly connected with the rectangular end plate 404 at the upper end of the web plate of the lower section I-beam 403 by bolts. The four vertical web members 4 are vertically arranged between the upper chord 2 and the lower chord 20. The web plate of the vertical web member 4 is vertical to the depth direction. The joint positions of the vertical web members 4, the upper chord members 2 and the lower chord members 20 are fixedly connected by SMA self-resetting nodes.
Referring to fig. 3, the SMA self-resetting node comprises a T-shaped connector 6 and an SMA plate 7. The T-shaped connecting member 6 includes a horizontal plate 601 and a vertical plate 602 perpendicular to each other. The horizontal plate 601 is attached to the lower flange of the upper chord 2 or the upper flange of the lower chord 20. The horizontal plate 601 is fixedly connected with the lower flange of the upper chord 2 or the upper flange of the lower chord 20 through bolts. The SMA plate 7 is attached to the inner side of the flange of the vertical web member 4. And the flange of the middle section I-shaped steel 402 is fixedly connected with the SMA plate 7 through a bolt. The vertical plate 602 is applied to the inside of the SMA plate 7. The bolt sequentially penetrates through the flange of the upper section I-steel 401 or the lower section I-steel 403, the SMA plate 7 and the vertical plate 602 to connect and compact the three.
The four vertical web members 4 are sequentially marked as a first vertical web member, a second vertical web member, a third vertical web member and a fourth vertical web member. The second vertical web member, the third vertical web member, the upper chord 2 and the lower chord 20 surround a hollow web bay for being used as a corridor. The first vertical web member, the second vertical web member, the upper chord 2 and the lower chord 20 surround the accommodating sash. The third vertical web member, the fourth vertical web member, the upper chord 2 and the lower chord 20 surround a containing sash. A slotted steel plate 10 is embedded in the accommodating sash. The slotted steel plate 10 is welded to the flange plate of the vertical web member. The structure of the slotted steel plate 10 is shown in fig. 7. The slotted steel plate 10 improves the lateral stiffness and energy dissipation capabilities of the truss unit.
And a connecting plate 405 is arranged on the flange of one side of the first vertical web member and the fourth vertical web member close to the near-end web member 3. An end diagonal rod 5 is arranged between the first vertical web member and the corresponding end web member 3. An end diagonal rod 5 is arranged between the fourth vertical web member and the corresponding end web member 3. Two ends of the end diagonal rod 5 are respectively and fixedly connected with the node plate 201 and the connecting plate 405.
The open web truss unit comprises an upper chord 2, a lower chord 20 and two end web members 3. The upper chord 2 and the lower chord 20 are clamped between the two end web members 3. The upper chord 2, the lower chord 20 and the end web members 3 are joined into a rectangular frame.
The plurality of structural truss units and the hollow truss units are arranged at intervals along the depth direction to form a layer of integral building unit. The adjacent structural truss units and the web members 3 at the corresponding ends of the open web truss units are fixedly connected through steel beams 8. The upper chords 2 of the adjacent structural truss units and the hollow truss units are fixedly tied through steel cables 9. The lower chord 20 of the adjacent structural truss unit and the hollow truss unit are fixed by the steel cable 9 in a pulling way. Adjacent steel beams 8 are fixed through steel cables 9 in a pulling mode, and effective transmission of shearing force is guaranteed. And the integral building units of each layer are sequentially overlapped upwards to form a layered assembly type anti-seismic staggered truss structure. The lower ends of the end web members 3 of the bottom building units are fixed above the steel columns 1. The structural truss units and the open web truss units of the two layers of integral building units adjacent to each other up and down are arranged in a staggered manner. The upper chord 2 of the next level of integrated building units serves as the lower chord 20 of the previous level of integrated building units.
Referring to fig. 11, a steel column 1 is correspondingly arranged below each end web member 3 of the bottom building unit. Rectangular seal plates are welded at the upper end of the steel column 1 and the lower end of the end web member 3. The steel column 1 and the rectangular sealing plates of the corresponding end web members 3 are fixedly connected through bolts, and layered assembly is achieved. The joint part of the end web members 3 and the steel beams 8 is provided with small-section steel beams 11. One end of the small section of steel beam 11 is welded with the flange 302 of the end web member 3, and the other end of the small section of steel beam is connected with the steel beam 8 through a rectangular steel plate and a bolt.
Under the action of earthquake, the deformation is mainly concentrated on the SMA plate and the slotted steel plate, and the recovery after the earthquake is realized by utilizing the SMA plate and the tensioned steel cable. In the deformation process, the SMA self-reset node and the slotted steel plate provide energy consumption capacity. The embodiment can effectively realize the balance of energy consumption capability and self-resetting performance, and meanwhile, the structure is simple, the assembly degree and the construction progress can be further improved, and the method has wide application prospect in the fields of assembly type industrialization and earthquake resistance of multi-story and high-rise steel structure buildings.
Example 2:
the present embodiment provides a layered assembly type anti-seismic staggered truss structure, which includes a structural truss unit, an open web truss unit, a steel column 1, a steel beam 8, and a steel cable 9.
The structural truss unit comprises an upper chord 2, a lower chord 20, two end web members 3, four vertical web members 4, two end diagonal members 5 and two slotted steel plates 10.
Referring to fig. 4, the end web members 3 are integrally formed as i-beams. The end web 3 comprises a web 301 and a flange 302. The end web members 3 are arranged vertically. The web 301 of the two end web members 3 is provided with an upper connecting plate 303, an upper chord support plate 304 and a lower connecting plate 305 in this order from top to bottom on the opposite side plate surface. The upper connecting plate 303, the upper chord support plate 304 and the lower connecting plate 305 are all perpendicular to the web 301.
The upper chord 2 and the lower chord 20 are integrally made of I-shaped steel. The upper chord 2 and the lower chord 20 are clamped between the two end web members 3. And node plates 201 are arranged at the two ends of the upper chord 2 on the lower flange. The web plate of the upper chord 2 is fixedly connected with the upper connecting plate 303 through bolts, and the gusset plate 201 is fixedly connected with the upper chord supporting plate 304 through bolts. The web of the lower chord 20 is fixedly connected with the lower connecting plate 305 by bolts.
The whole vertical web member 4 is made of I-shaped steel. The vertical web member 4 comprises an upper section I-beam 401, a middle section I-beam 402 and a lower section I-beam 403 which are vertically arranged in sequence. Rectangular end plates 404 are welded at the lower end of the web plate of the upper section I-steel 401, the upper end and the lower end of the web plate of the middle section I-steel 402 and the upper end of the web plate of the lower section I-steel 403. The rectangular end plate 404 at the lower end of the web plate of the upper section I-beam 401 is fixedly connected with the rectangular end plate 404 at the upper end of the web plate of the middle section I-beam 402 by bolts. The rectangular end plate 404 at the lower end of the web plate of the middle section I-beam 402 is fixedly connected with the rectangular end plate 404 at the upper end of the web plate of the lower section I-beam 403 by bolts. The four vertical web members 4 are vertically arranged between the upper chord 2 and the lower chord 20. The web plate of the vertical web member 4 is vertical to the depth direction. The joint positions of the vertical web members 4, the upper chord members 2 and the lower chord members 20 are fixedly connected by SMA self-resetting nodes.
The SMA self-resetting node comprises a T-shaped connecting piece 6 and an SMA plate 7. The T-shaped connecting member 6 includes a horizontal plate 601 and a vertical plate 602 perpendicular to each other. The horizontal plate 601 is attached to the lower flange of the upper chord 2 or the upper flange of the lower chord 20. The horizontal plate 601 is fixedly connected with the lower flange of the upper chord 2 or the upper flange of the lower chord 20 through bolts. The SMA plate 7 is attached to the inner side of the flange of the vertical web member 4. And the flange of the middle section I-shaped steel 402 is fixedly connected with the SMA plate 7 through a bolt. The vertical plate 602 is applied to the inside of the SMA plate 7. The bolt sequentially penetrates through the flange of the upper section I-steel 401 or the lower section I-steel 403, the SMA plate 7 and the vertical plate 602 to connect and compact the three.
The four vertical web members 4 are sequentially marked as a first vertical web member, a second vertical web member, a third vertical web member and a fourth vertical web member. The first vertical web member, the second vertical web member, the upper chord 2 and the lower chord 20 surround the accommodating sash. The third vertical web member, the fourth vertical web member, the upper chord 2 and the lower chord 20 surround a containing sash. A slotted steel plate 10 is embedded in the accommodating sash. The slotted steel plate 10 is welded to the flange plate of the vertical web member.
And a connecting plate 405 is arranged on the flange of one side of the first vertical web member and the fourth vertical web member close to the near-end web member 3. An end diagonal rod 5 is arranged between the first vertical web member and the corresponding end web member 3. An end diagonal rod 5 is arranged between the fourth vertical web member and the corresponding end web member 3. Two ends of the end diagonal rod 5 are respectively and fixedly connected with the node plate 201 and the connecting plate 405.
The open web truss unit comprises an upper chord 2, a lower chord 20 and two end web members 3. The upper chord 2 and the lower chord 20 are clamped between the two end web members 3. The upper chord 2, the lower chord 20 and the end web members 3 are joined into a rectangular frame.
The plurality of structural truss units and the hollow truss units are arranged at intervals along the depth direction to form a layer of integral building unit. The adjacent structural truss units and the web members 3 at the corresponding ends of the open web truss units are fixedly connected through steel beams 8. The upper chords 2 of the adjacent structural truss units and the hollow truss units are fixedly tied through steel cables 9. The lower chord 20 of the adjacent structural truss unit and the hollow truss unit are fixed by the steel cable 9 in a pulling way. And the integral building units of each layer are sequentially overlapped upwards to form a layered assembly type anti-seismic staggered truss structure. The lower ends of the end web members 3 of the bottom building units are fixed above the steel columns 1.
Under the action of horizontal load, the lower chord of the upper-layer structure truss unit transmits horizontal force to the upper chord of the adjacent lower-layer structure truss unit through the steel cable; the end inclined rod and the slotted steel plate transmit the shearing force of the upper chord to the lower chord. In conclusion, the layered assembly type staggered truss structure achieves the overall anti-seismic effect through the cooperative stress of all the components.
In practical production, the assembling method of the layered assembly type anti-seismic staggered truss structure comprises the following steps:
1) building elements are produced in a factory in a standardized manner.
2) And completing the assembly of the structural truss units and the open web truss units. The assembling of the structural truss unit specifically comprises the following steps:
a. the upper chord 2, the lower chord 20 and the end web members 3 are bolted together in accordance with the truss structure.
b. The upper chord 2, the lower chord 20 and the vertical web members 4 are connected through T-shaped connecting pieces 6 and SMA plates 7.
c. The end diagonal rods 5 are welded.
d. The slotted steel plates 10 are welded to complete the assembly of the structural truss unit.
3) And connecting the structural truss unit and the open web truss unit at preset positions of the steel columns 1.
4) Connecting the steel beams 8 with the structural truss units and the open web truss units.
5) The steel cable 9 is pulled and tied.
Example 3:
referring to fig. 9 and 10, the main structure of the present embodiment is the same as that of embodiment 2, wherein a semicircular ear plate 12 is welded to the side of the adjacent structural truss unit opposite to the web of the upper chord 2 or the lower chord 20 of the open web truss unit. The cable 9 is connected to the semicircular lug 12 in the manner of a sleeve.
Example 4:
the main structure of this embodiment is the same as that of embodiment 2, wherein stiffening ribs are further welded on the upper chord 2, the lower chord 20 and the end web members 3.
Example 5:
the main structure of this embodiment is the same as that of embodiment 2, wherein, referring to fig. 6, the end diagonal rod 5 comprises two angle steels. And two ends of the angle steel are respectively welded with the gusset plate 201 and the connecting plate 405 through corner weld seams. The two angle steels form a T-shaped section.
Claims (7)
1. A layered assembly type anti-seismic staggered truss structure is characterized by comprising a structural truss unit, an open-web truss unit, a steel column (1), a steel beam (8) and a steel cable (9);
the structural truss unit comprises an upper chord member (2), a lower chord member (20), two end web members (3), four vertical web members (4), two end diagonal members (5) and two slotted steel plates (10);
the whole end web member (3) is made of I-shaped steel; the end web member (3) comprises a web (301) and a flange (302); the end web members (3) are vertically arranged; the web plates (301) of the two end web members (3) are sequentially provided with an upper connecting plate (303), an upper chord supporting plate (304) and a lower connecting plate (305) from top to bottom on the plate surface on the opposite side; the upper connecting plate (303), the upper chord supporting plate (304) and the lower connecting plate (305) are all perpendicular to the web (301);
the upper chord (2) and the lower chord (20) are integrally made of I-shaped steel; the upper chord (2) and the lower chord (20) are clamped between the two end web members (3); the two ends of the upper chord (2) are provided with gusset plates (201) on the lower flange; the web plate of the upper chord (2) is fixedly connected with the upper connecting plate (303) through bolts, and the gusset plate (201) is fixedly connected with the upper chord supporting plate (304) through bolts; the web plate of the lower chord (20) is fixedly connected with the lower connecting plate (305) by bolts;
the whole vertical web member (4) is made of I-shaped steel; the vertical web member (4) comprises an upper section I-shaped steel (401), a middle section I-shaped steel (402) and a lower section I-shaped steel (403) which are vertically arranged in sequence; rectangular end plates (404) are welded at the lower end of the web plate of the upper section I-shaped steel (401), the upper end and the lower end of the web plate of the middle section I-shaped steel (402) and the upper end of the web plate of the lower section I-shaped steel (403); the rectangular end plate (404) positioned at the lower end of the web plate of the upper section I-shaped steel (401) is fixedly connected with the rectangular end plate (404) positioned at the upper end of the web plate of the middle section I-shaped steel (402) by bolts; a rectangular end plate (404) positioned at the lower end of the web plate of the middle section I-shaped steel (402) is fixedly connected with a rectangular end plate (404) positioned at the upper end of the web plate of the lower section I-shaped steel (403) by bolts; the four vertical web members (4) are vertically arranged between the upper chord (2) and the lower chord (20); the web plate of the vertical web member (4) is vertical to the depth direction; the joint positions of the vertical web members (4) and the upper chord member (2) and the lower chord member (20) are fixedly connected by SMA self-resetting nodes;
the SMA self-reset node comprises a T-shaped connecting piece (6) and an SMA plate (7); the T-shaped connecting piece (6) comprises a horizontal plate (601) and a vertical plate (602) which are perpendicular to each other; the horizontal plate (601) is attached to the lower flange of the upper chord (2) or the upper flange of the lower chord (20); the horizontal plate (601) is fixedly connected with a lower flange of the upper chord (2) or an upper flange of the lower chord (20) through a bolt; the SMA plate (7) is attached to the inner side of the flange of the vertical web member (4); the flange of the middle section I-shaped steel (402) is fixedly connected with the SMA plate (7) through a bolt; the vertical plate (602) is attached to the inner side of the SMA plate (7); the bolt sequentially penetrates through the flange of the upper section I-steel (401) or the lower section I-steel (403), the SMA plate (7) and the vertical plate (602) to connect and compact the three;
the four vertical web members (4) are sequentially marked as a first vertical web member, a second vertical web member, a third vertical web member and a fourth vertical web member; the first vertical web member, the second vertical web member, the upper chord (2) and the lower chord (20) enclose an accommodating sash; the third vertical web member, the fourth vertical web member, the upper chord (2) and the lower chord (20) enclose an accommodating sash; a slotted steel plate (10) is embedded in the accommodating sash; the slotted steel plate (10) is welded on the flange plate of the vertical web member;
a connecting plate (405) is arranged on the flange of one side of each of the first vertical web member and the fourth vertical web member, which is close to the near-end web member (3); an end diagonal rod (5) is arranged between the first vertical web rod and the corresponding end web rod (3); an end diagonal rod (5) is arranged between the fourth vertical web member and the corresponding end web member (3); two ends of the end inclined rod (5) are respectively and fixedly connected with the node plate (201) and the connecting plate (405);
the hollow truss unit comprises an upper chord (2), a lower chord (20) and two end web members (3); the upper chord (2) and the lower chord (20) are clamped between the two end web members (3); the upper chord (2), the lower chord (20) and the end web members (3) are jointed into a rectangular frame;
a plurality of structural truss units and the hollow truss units are arranged at intervals along the depth direction to form a layer of integral building unit; the adjacent structural truss units are fixedly connected with the web members (3) at the corresponding ends of the open web truss units through steel beams (8); the upper chords (2) of the adjacent structural truss units and the hollow truss units are fixedly tied through steel cables (9); adjacent steel beams (8) are fixed by steel cables (9) in a pulling mode; the adjacent structural truss units and the lower chord (20) of the hollow truss unit are fixedly tied through a steel cable (9); the integral building units of each layer are sequentially overlapped upwards to form a layered assembly type anti-seismic staggered truss structure; the lower end of the end web member (3) of the bottom layer building unit is fixed above the steel column (1).
2. The layered assembled earthquake-resistant staggered truss structure of claim 1, wherein: a steel column (1) is correspondingly arranged below each end web member (3) of the bottom building unit; rectangular seal plates are welded at the upper end of the steel column (1) and the lower end of the end web member (3); and the steel column (1) and the rectangular sealing plate of the corresponding end web member (3) are fixedly connected through bolts.
3. The layered assembled earthquake-resistant staggered truss structure of claim 1, wherein: a small section of steel beam (11) is arranged at the joint part of the end web member (3) and the steel beam (8); one end of the small section of steel beam (11) is welded with a flange (302) of the end web member (3), and the other end of the small section of steel beam is connected with the steel beam (8) through a rectangular steel plate and a bolt.
4. The layered assembled earthquake-resistant staggered truss structure of claim 1, wherein: the structural truss units and the hollow truss units of the two layers of integral building units adjacent up and down are arranged in a staggered manner; the upper chord (2) of the next layer of integral building unit is used as the lower chord (20) of the previous layer of integral building unit.
5. The layered assembled earthquake-resistant staggered truss structure of claim 1, wherein: a semicircular lug plate (12) is welded on one side of the adjacent structural truss unit, which is opposite to a web plate of an upper chord (2) or a lower chord (20) of the hollow truss unit; the steel cable (9) is connected to the semicircular lug plate (12) in a sleeve manner.
6. The layered assembled earthquake-resistant staggered truss structure of claim 1, wherein: stiffening ribs are further welded on the upper chord (2), the lower chord (20) and the end web members (3).
7. The layered assembled earthquake-resistant staggered truss structure of claim 1, wherein: the end inclined rod (5) comprises two angle steels; two ends of the angle steel are respectively welded with the gusset plate (201) and the connecting plate (405) through a three-sided fillet weld; the two angle steels form a T-shaped section.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120821800.5U CN214942941U (en) | 2021-04-21 | 2021-04-21 | Staggered truss structure of layering assembled antidetonation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120821800.5U CN214942941U (en) | 2021-04-21 | 2021-04-21 | Staggered truss structure of layering assembled antidetonation |
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| CN202120821800.5U Withdrawn - After Issue CN214942941U (en) | 2021-04-21 | 2021-04-21 | Staggered truss structure of layering assembled antidetonation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113187298A (en) * | 2021-04-21 | 2021-07-30 | 重庆大学 | Layered assembly type anti-seismic staggered truss structure and assembling method |
| CN114775788A (en) * | 2022-03-18 | 2022-07-22 | 中南大学 | Assembled is from restoring to throne antidetonation steel truss girder system |
-
2021
- 2021-04-21 CN CN202120821800.5U patent/CN214942941U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113187298A (en) * | 2021-04-21 | 2021-07-30 | 重庆大学 | Layered assembly type anti-seismic staggered truss structure and assembling method |
| CN113187298B (en) * | 2021-04-21 | 2024-05-07 | 重庆大学 | Layered assembly type anti-seismic staggered truss structure and assembly method |
| CN114775788A (en) * | 2022-03-18 | 2022-07-22 | 中南大学 | Assembled is from restoring to throne antidetonation steel truss girder system |
| CN114775788B (en) * | 2022-03-18 | 2024-04-09 | 中南大学 | Assembled self-resetting anti-seismic steel truss girder system |
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