CN113187298B - Layered assembly type anti-seismic staggered truss structure and assembly method - Google Patents
Layered assembly type anti-seismic staggered truss structure and assembly method Download PDFInfo
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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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- 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
- 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
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Abstract
The invention provides a layered assembly type anti-seismic staggered truss structure and an assembly method. The structure comprises a structural truss unit, a hollow truss unit, steel columns, steel beams and steel ropes. 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, a lower chord 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 units. And all layers of integral building units are sequentially overlapped upwards to form a layered assembled 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 balance of energy consumption capability and self-resetting performance, has simple structure, can further improve assembly degree and construction progress, and has wide application prospect in the fields of assembly industrialization and earthquake resistance of multi-high-rise steel structure buildings.
Description
Technical Field
The invention relates to the technical field of structural engineering, in particular to a layered assembly type anti-seismic staggered truss structure and an assembly method.
Background
The assembled structure has the characteristics of high construction speed, relatively short construction period and the like, and can reduce innocent loss of materials in the construction process and reduce construction waste on a 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 prefabricated assembly and economic applicability of the staggered truss steel frame structure system meet the requirements of the great development of steel structure assembled residential buildings in China, and belong to the technical projects of key research and development and popularization. For multi-high-rise staggered trusses, if the whole column is installed in place at one time, the multi-high-rise staggered trusses have high requirements on transportation and hoisting. Therefore, the assembly technology is applied to the staggered truss, so that the hoisting and splicing of each layer of columns and the truss can be realized, and the construction difficulty can be remarkably reduced.
At present, students at home and abroad explore improving ductility of the staggered truss structure, and research on restorability of the staggered truss structure has not been carried out. The traditional staggered truss web members are mainly tensioned and pressed, the energy consumption capacity of the structure is limited, and the searching of the balance between the energy consumption capacity and the restorability capacity of the staggered truss structure becomes the key of future research.
Therefore, there is a need to develop a layered assembly type seismic staggered truss structure.
Disclosure of Invention
The invention aims to provide a layered assembly type anti-seismic staggered truss structure and an assembly method thereof, so as to solve the problems in the prior art.
The technical scheme adopted for achieving the purpose of the invention is that the layered assembled anti-seismic staggered truss structure comprises a structural truss unit, a hollow truss unit, steel columns, steel beams and steel ropes.
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-steel. The end web member includes a web and a flange. 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 member supporting plate and a lower connecting plate from top to bottom on the surface of the opposite side. The upper connecting plate, the upper chord support plate and the lower connecting plate are all perpendicular to the web plate.
The upper chord member and the lower chord member are integrally made of I-steel. The upper chord member and the lower chord member are clamped between the two end web members. And node plates are arranged at the two ends of the upper chord member at the lower flange. The web plate of the upper chord member is fixedly connected with the upper connecting plate through bolts, and the node plate is fixedly connected with the upper chord member supporting plate through bolts. The web plate of the lower chord member is fixedly connected with the lower connecting plate through bolts.
The whole vertical web member is I-steel. The vertical web member comprises an upper section of I-steel, a middle section of I-steel and a lower section of I-steel which are vertically arranged in sequence. Rectangular end plates are welded at the lower end of the upper section of the I-steel web plate, the upper and lower ends of the middle section of the I-steel web plate and the upper end of the lower section of the I-steel web plate. The rectangular end plate positioned at the lower end of the upper section of the I-steel web plate is fixedly connected with the rectangular end plate positioned at the upper end of the middle section of the I-steel web plate by bolts. The rectangular end plate positioned at the lower end of the middle section I-steel web plate is fixedly connected with the rectangular end plate positioned at the upper end of the lower section I-steel web plate by bolts. The four vertical web members are vertically arranged between the upper chord member and the lower chord member. The web plate of the vertical web member is perpendicular 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 through 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. The flange of the middle section I-steel is fixedly connected with the SMA plate through bolts. The vertical plate is attached to the inner side of the SMA plate. The bolts sequentially penetrate through the flanges of the upper section I-steel or the lower section I-steel, the SMA plate and the vertical plate to connect and compress the upper section I-steel or 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 member and the lower chord member are surrounded to form an accommodating sash. The third vertical web member, the fourth vertical web member, the upper chord member and the lower chord member are surrounded to form an accommodating sash. The containing frame is embedded with a slotted steel plate. The slotted steel plate is welded on the flange plate of the vertical web member.
And a connecting plate is arranged on one side flange of the first vertical web member and the fourth vertical web member, which is close to the end web member. An end inclined rod is arranged between the first vertical web member and the corresponding end web member. An end inclined rod is arranged between the fourth vertical web member and the corresponding end web member. And two ends of the end inclined rod are fixedly connected with the node plate and the connecting plate respectively.
The hollow truss unit comprises an upper chord, a lower chord 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, the lower chord and the end web members 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 units. The web members at the corresponding ends of the adjacent structural truss units and the hollow truss units are fixedly connected through steel beams. The adjacent structure truss units and the upper chords of the hollow truss units are fixed through steel cable drawknots. The adjacent structure truss units and the lower chords of the hollow truss units are fixed through steel cable drawknots. The adjacent steel beams are fixed through steel cable drawknot. And all layers of integral building units are sequentially overlapped upwards to form a layered assembled anti-seismic staggered truss structure. The lower end of the end web member of the bottom building unit is fixed above the steel column.
Further, a steel column is correspondingly arranged below each end web member of the bottom building unit. Rectangular sealing plates are welded at the upper ends of the steel columns and the lower ends of the end web members. The steel column is fixedly connected with the rectangular sealing plate of the web member at the corresponding end through bolts.
Further, 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 steel beam is welded with the flange of the end web member, and the other end of the small-section 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 two layers of integral building units which are adjacent up and down are staggered. The upper chord of the next-floor integrated building unit serves as the lower chord of the upper-floor integrated building unit.
Further, a semicircular lug plate is welded on one side of the adjacent structural truss unit opposite to the upper chord or the lower chord web of the hollow truss unit. The steel cable is connected to the semicircular lug plate in a sleeve manner.
Further, 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 welded with the node plate and the connecting plate through three-face angle weld seams respectively. The two angle steels form a T-shaped section.
The invention also provides an assembling method of the layered assembly type anti-seismic staggered truss structure, which comprises the following steps:
1) Building elements are produced in a standardized manner in factories.
2) And (5) assembling the structural truss unit and the hollow truss unit.
3) And connecting the structural truss units and the hollow truss units at preset positions of the steel columns.
4) Connecting the steel girder with the structural truss unit and the open web truss unit.
5) And (5) pulling and tying the steel rope.
Further, the assembly of the structural truss unit specifically includes the steps of:
a. The upper chord member, the lower chord member and the end web members are bolted according to the truss structure.
B. the upper chord member, the lower chord member and the vertical web member are connected through the T-shaped connecting piece and the SMA plate.
C. and welding the end diagonal rod.
D. And welding the grooved steel plates to complete the assembly of the structural truss unit.
The technical effects of the invention are undoubted:
A. the layered assembly type staggered truss is provided, the problem of lifting the whole column in the traditional staggered truss structure is avoided, the goal of layered assembly of each component is realized, and the construction difficulty and the danger are reduced;
B. the rectangular sealing plate can strengthen the connection reliability between the upper layer and the lower layer, and prevent the unreliable force transmission at the connection position;
C. the steel plate with the seam realizes the aim of decoupling strength and rigidity, and the structural deformation mode is adjustable by adjusting parameters such as the length, the width, the number and the like of the seam, so that the aim of controllable structural damage is realized;
D. The steel cable with the ability of transmitting horizontal shearing force can reduce the requirement of the staggered truss structure on the floor slab, and 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 method has wide application prospects in the fields of multi-high-rise steel structure building assembly industrialization and earthquake resistance.
Drawings
FIG. 1 is a schematic view of a layered fabricated earthquake-resistant staggered truss structure;
FIG. 2 is a schematic view of a structural truss unit structure;
FIG. 3 is a partial enlarged view at A;
FIG. 4 is a schematic view of an end web member configuration;
FIG. 5 is a schematic view of an upper chord structure;
FIG. 6 is a schematic view of an end diagonal;
FIG. 7 is a schematic view of a slotted steel plate structure;
FIG. 8 is a schematic view of a bottom chord configuration;
FIG. 9 is a schematic diagram of a cable structure;
FIG. 10 is a schematic view of a semicircular ear plate structure;
fig. 11 is a diagram of the connection relationship between steel columns, steel beams and structural truss units.
In the figure: steel column 1, upper chord 2, lower chord 20, end web member 3, web 301, flanges 302, upper connection plate 303, upper chord support plate 304, lower connection plate 305, vertical web member 4, upper section I-steel 401, middle section I-steel 402, lower section I-steel 403, rectangular end plate 404, connection plate 405, end diagonal 5, T-connector 6, horizontal plate 601, vertical plate 602, SMA plate 7, steel beam 8, steel cable 9, slotted steel plate 10, small section steel beam 11, semicircular ear plate 12.
Detailed Description
The present invention is further described below with reference to examples, but it should not be construed that the scope of the above subject matter of the present invention is limited to the following examples. Various substitutions and alterations are made according to the ordinary skill and familiar means of the art without departing from the technical spirit of the invention, and all such substitutions and alterations are intended to be included in the scope of the invention.
Example 1:
Referring to fig. 1, the present embodiment provides a layered assembly type seismic staggered truss structure including a structural truss unit, a hollow truss unit, 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 I-steel. The end web member 3 includes a web 301 and a flange 302. The end web members 3 are arranged vertically. The webs 301 of the two end web members 3 are provided with an upper connecting plate 303, an upper chord support plate 304 and a lower connecting plate 305 in sequence from top to bottom on opposite side plate surfaces. The upper web 303, upper chord support plate 304 and lower web 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 i-steel. The upper chord 2 and the lower chord 20 are sandwiched between the two end web members 3. The two ends of the upper chord member 2 are provided with gusset plates 201 on the lower flanges. The web plate of the upper chord member 2 is fixedly connected with the upper connecting plate 303 by bolts, and the gusset plate 201 is fixedly connected with the upper chord member supporting plate 304 by 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 I-steel. The vertical web member 4 comprises an upper section I-steel 401, a middle section I-steel 402 and a lower section I-steel 403 which are vertically arranged in sequence. Rectangular end plates 404 are welded at the lower end of the upper section I-steel 401 web, the upper and lower ends of the middle section I-steel 402 web and the upper end of the lower section I-steel 403 web. The rectangular end plate 404 positioned at the lower end of the web plate of the upper section I-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-steel 402 by bolts. The rectangular end plate 404 positioned at the lower end of the web plate of the middle section I-steel 402 and the rectangular end plate 404 positioned at the upper end of the web plate of the lower section I-steel 403 are fixedly connected by bolts. The four vertical web members 4 are vertically arranged between the upper chord 2 and the lower chord 20. The web of the vertical web member 4 is perpendicular to the depth direction. The joint positions of the vertical web members 4, the upper chord member 2 and the lower chord member 20 are fixedly connected through SMA self-resetting nodes.
Referring to fig. 3, the SMA self-resetting joint comprises a T-shaped connection 6 and an SMA plate 7. The T-shaped connector 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 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. The flange of the middle section I-steel 402 is fixedly connected with the SMA plate 7 through bolts. The vertical plate 602 is applied to the inner side of the SMA plate 7. Bolts sequentially pass through flanges 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 compress 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, third, upper and lower chords 2, 20 enclose a hollow room for use as a corridor. The first vertical web member, the second vertical web member, the upper chord member 2 and the lower chord member 20 enclose a receiving sash. The third vertical web member, the fourth vertical web member, the upper chord member 2 and the lower chord member 20 enclose a containing sash. The containing frame is embedded with a grooved steel plate 10. The slotted steel plate 10 is welded on 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 consumption capabilities of the truss unit.
A connecting plate 405 is arranged on one side flange of the first vertical web member and the fourth vertical web member, which is close to the end web member 3. An end diagonal 5 is arranged between the first vertical web member and the corresponding end web member 3. An end diagonal 5 is arranged between the fourth vertical web member and the corresponding end web member 3. The two ends of the end inclined rod 5 are fixedly connected with the node plate 201 and the connecting plate 405 respectively.
The hollow truss unit includes an upper chord 2, a lower chord 20 and two end web members 3. The upper chord 2 and the lower chord 20 are sandwiched 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 units. The web members 3 at the corresponding ends of the adjacent structural truss units and the hollow truss units are fixedly connected through steel beams 8. The upper chords 2 of the adjacent structural truss units and the open web truss units are tied and fixed by steel ropes 9. The lower chords 20 of the adjacent structural truss units and the open web truss units are secured by drawknots of the steel cords 9. The adjacent steel beams 8 are fixedly tied through steel ropes 9, so that the effective transmission of shearing force is ensured. And all layers of integral building units are sequentially overlapped upwards to form a layered assembled anti-seismic staggered truss structure. The lower end of the end web member 3 of the underlying building unit is fixed above the steel column 1. The structural truss units and the open web truss units of two layers of integral building units which are adjacent up and down are arranged in a staggered way. The upper chord 2 of the next-floor integrated building unit serves as the lower chord 20 of the upper-floor integrated building unit.
Referring to fig. 11, a steel column 1 is correspondingly arranged below each end web member 3 of the underlying building unit. Rectangular sealing 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 plate corresponding to the web member 3 are fixedly connected through bolts, so that layered assembly is realized. The joint of the end web member 3 and the steel beam 8 is provided with a small section of steel beam 11. One end of the small-section steel beam 11 is welded with a flange 302 of the end web member 3, and the other end of the small-section steel beam is connected with the steel beam 8 through a rectangular steel plate and bolts.
Under the action of earthquake, the deformation is mainly concentrated on the SMA plate and the slotted steel plate, and the SMA plate and the tension steel cable are utilized to realize the recovery after the earthquake. And in the deformation process, the SMA self-resetting node and the slotted steel plate provide energy consumption capability. The embodiment can effectively realize the balance of energy consumption capability and self-resetting performance, has simple structure, can further improve the assembly degree and construction progress, and has wide application prospect in the fields of multi-high-rise steel structure building assembly industrialization and earthquake resistance.
Example 2:
The embodiment provides a layered assembled anti-seismic staggered truss structure, which comprises a structural truss unit, a hollow truss unit, steel columns 1, steel beams 8 and steel cables 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.
Referring to fig. 4, the end web member 3 is integrally formed as i-steel. The end web member 3 includes a web 301 and a flange 302. The end web members 3 are arranged vertically. The webs 301 of the two end web members 3 are provided with an upper connecting plate 303, an upper chord support plate 304 and a lower connecting plate 305 in sequence from top to bottom on opposite side plate surfaces. The upper web 303, upper chord support plate 304 and lower web 305 are all perpendicular to the web 301.
The upper chord member 2 and the lower chord member 20 are integrally formed as i-steel. The upper chord 2 and the lower chord 20 are sandwiched between the two end web members 3. The two ends of the upper chord member 2 are provided with gusset plates 201 on the lower flanges. The web plate of the upper chord member 2 is fixedly connected with the upper connecting plate 303 by bolts, and the gusset plate 201 is fixedly connected with the upper chord member supporting plate 304 by 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 I-steel. The vertical web member 4 comprises an upper section I-steel 401, a middle section I-steel 402 and a lower section I-steel 403 which are vertically arranged in sequence. Rectangular end plates 404 are welded at the lower end of the upper section I-steel 401 web, the upper and lower ends of the middle section I-steel 402 web and the upper end of the lower section I-steel 403 web. The rectangular end plate 404 positioned at the lower end of the web plate of the upper section I-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-steel 402 by bolts. The rectangular end plate 404 positioned at the lower end of the web plate of the middle section I-steel 402 and the rectangular end plate 404 positioned at the upper end of the web plate of the lower section I-steel 403 are fixedly connected by bolts. The four vertical web members 4 are vertically arranged between the upper chord 2 and the lower chord 20. The web of the vertical web member 4 is perpendicular to the depth direction. The joint positions of the vertical web members 4, the upper chord member 2 and the lower chord member 20 are fixedly connected through SMA self-resetting nodes.
The SMA self-resetting joint comprises a T-shaped connecting piece 6 and an SMA plate 7. The T-shaped connector 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 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. The flange of the middle section I-steel 402 is fixedly connected with the SMA plate 7 through bolts. The vertical plate 602 is applied to the inner side of the SMA plate 7. Bolts sequentially pass through flanges 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 compress 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 member 2 and the lower chord member 20 enclose a receiving sash. The third vertical web member, the fourth vertical web member, the upper chord member 2 and the lower chord member 20 enclose a containing sash. The containing frame is embedded with a grooved steel plate 10. The slotted steel plate 10 is welded on the flange plate of the vertical web member.
A connecting plate 405 is arranged on one side flange of the first vertical web member and the fourth vertical web member, which is close to the end web member 3. An end diagonal 5 is arranged between the first vertical web member and the corresponding end web member 3. An end diagonal 5 is arranged between the fourth vertical web member and the corresponding end web member 3. The two ends of the end inclined rod 5 are fixedly connected with the node plate 201 and the connecting plate 405 respectively.
The hollow truss unit includes an upper chord 2, a lower chord 20 and two end web members 3. The upper chord 2 and the lower chord 20 are sandwiched 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 units. The web members 3 at the corresponding ends of the adjacent structural truss units and the hollow truss units are fixedly connected through steel beams 8. The upper chords 2 of the adjacent structural truss units and the open web truss units are tied and fixed by steel ropes 9. The lower chords 20 of the adjacent structural truss units and the open web truss units are secured by drawknots of the steel cords 9. And all layers of integral building units are sequentially overlapped upwards to form a layered assembled anti-seismic staggered truss structure. The lower end of the end web member 3 of the underlying building unit is fixed above the steel column 1.
Under the action of horizontal load, the lower chords of the truss units of the upper layer structure transmit horizontal force to the upper chords of the truss units of the adjacent lower layer structure through steel ropes; the end diagonal member and the slotted steel plate transmit the shearing force of the upper chord member to the lower chord member. In conclusion, the layered assembled staggered truss structure achieves the overall anti-seismic effect through the cooperative stress of the components.
Example 3:
referring to fig. 9 and 10, the main structure of this embodiment is the same as that of embodiment 2, wherein a semicircular lug plate 12 is welded on the side of the web opposite to the upper chord 2 or the lower chord 20 of the hollow truss unit of the adjacent truss unit. The steel cord 9 is connected to the semicircular lug plate 12 in a sleeve manner.
Example 4:
The main structure of this embodiment is the same as that of embodiment 2, wherein stiffening ribs are welded on the upper chord member 2, the lower chord member 20 and the end web member 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 5 includes two angle steels. Both ends of the angle steel are welded with the node plate 201 and the connecting plate 405 respectively through three-face angle weld seams. The two angle steels form a T-shaped section.
Example 6:
the embodiment provides an assembling method of the layered assembly type anti-seismic staggered truss structure according to the embodiment 2, comprising the following steps:
1) Building elements are produced in a standardized manner in factories.
2) And (5) assembling the structural truss unit and the hollow truss unit.
The assembly 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 in the truss structure.
B. The connection of the upper chord 2, the lower chord 20 and the vertical web 4 is achieved by means of a T-shaped connection 6 and SMA plates 7.
C. and welding the end diagonal rod 5.
D. the slotted steel plates 10 are welded to complete the assembly of the structural truss unit. 3) The structural truss units and the open web truss units are connected at preset positions of the steel columns 1.
4) Connecting the steel girder 8 with the structural truss unit and the open web truss unit.
5) The steel rope 9 is tied.
Claims (9)
1. The utility model provides a staggered truss structure of layering assembled antidetonation which characterized in that: comprises a structure truss unit, a hollow 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 I-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 support plate (304) and a lower connecting plate (305) from top to bottom on the opposite side plate surfaces; the upper connecting plate (303), the upper chord support plate (304) and the lower connecting plate (305) are all perpendicular to the web plate (301);
The upper chord member (2) and the lower chord member (20) are integrally made of I-steel; the upper chord member (2) and the lower chord member (20) are clamped between the two end web members (3); node plates (201) are arranged at the lower flanges at two ends of the upper chord member (2); the web plate of the upper chord member (2) is fixedly connected with the upper connecting plate (303) through bolts, and the node plate (201) is fixedly connected with the upper chord member supporting plate (304) through bolts; the web plate of the lower chord member (20) is fixedly connected with the lower connecting plate (305) through bolts;
The whole vertical web member (4) is I-steel; the vertical web member (4) comprises an upper section I-steel (401), a middle section I-steel (402) and a lower section I-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-steel (401), the upper and lower ends 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); a rectangular end plate (404) positioned at the lower end of the web plate of the upper section I-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-steel (402) by bolts; a rectangular end plate (404) positioned at the lower end of the web plate of the middle section I-steel (402) is fixedly connected with the rectangular end plate (404) positioned at the upper end of the web plate of the lower section I-steel (403) by bolts; the four vertical web members (4) are vertically arranged between the upper chord member (2) and the lower chord member (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 through 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 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 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); the flange of the middle section I-steel (402) is fixedly connected with the SMA plate (7) through bolts; the vertical plate (602) is attached to the inner side of the SMA plate (7); bolts sequentially pass through flanges of the upper section I-steel (401) or the lower section I-steel (403), the SMA plate (7) and the vertical plate (602) to tightly press the connection of the flanges;
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 member (2) and the lower chord member (20) are surrounded to form an accommodating sash; the third vertical web member, the fourth vertical web member, the upper chord member (2) and the lower chord member (20) are surrounded to form an accommodating sash; a slotted steel plate (10) is embedded in the accommodating frame; the slotted steel plate (10) is welded on the flange plate of the vertical web member;
A connecting plate (405) is arranged on one side flange of the first vertical web member and the fourth vertical web member, which is close to the end web member (3); an end inclined rod (5) is arranged between the first vertical web member and the corresponding end web member (3); an end inclined 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 fixedly connected with the node plate (201) and the connecting plate (405) respectively;
the hollow truss unit comprises an upper chord member (2), a lower chord member (20) and two end web members (3); the upper chord member (2) and the lower chord member (20) are clamped between the two end web members (3); the upper chord member (2), the lower chord member (20) and the end web members (3) are connected into a rectangular frame;
The plurality of structure truss units and the hollow truss units are arranged at intervals along the depth direction to form a layer of integral building unit; the web members (3) at the corresponding ends of the adjacent truss units are fixedly connected with the hollow truss units through steel beams (8); the adjacent structure truss units and the upper chord member (2) of the hollow truss unit are fixed by a steel rope (9) in a drawknot manner; the adjacent steel beams (8) are fixed by a steel cable (9) in a drawknot manner; the adjacent structure truss units and the lower chords (20) of the hollow truss units are fixed by drawknot of steel ropes (9); each layer of integral building units are sequentially overlapped upwards to form a layered assembled anti-seismic staggered truss structure; the lower end of the end web member (3) of the bottom building unit is fixed above the steel column (1).
2. A layered assembled earthquake-resistant staggered truss structure in accordance with claim 1, wherein: a steel column (1) is correspondingly arranged below each end web member (3) of the bottom building unit; rectangular sealing 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 plate of the corresponding end web member (3) are fixedly connected through bolts.
3. A layered assembled earthquake-resistant staggered truss structure in accordance with claim 1, wherein: the joint part of the end web member (3) and the steel beam (8) is provided with a small section of steel beam (11); one end of the small-section steel beam (11) is welded with a flange (302) of the end web member (3), and the other end of the small-section steel beam is connected with the steel beam (8) through a rectangular steel plate and bolts.
4. A layered assembled earthquake-resistant staggered truss structure in accordance with claim 1, wherein: the structural truss units and the hollow truss units of the two layers of integral building units which are adjacent up and down are arranged in a staggered way; the upper chord (2) of the next-floor integrated building unit serves as the lower chord (20) of the upper-floor integrated building unit.
5. A layered assembled earthquake-resistant staggered truss structure in accordance with claim 1, wherein: a semicircular lug plate (12) is welded on one side of each adjacent structural truss unit, which is opposite to the web plate of the upper chord (2) or the lower chord (20) of each hollow truss unit; the steel cable (9) is connected to the semicircular lug plate (12) in a sleeve manner.
6. A layered assembled earthquake-resistant staggered truss structure in accordance with claim 1, wherein: stiffening ribs are welded on the upper chord member (2), the lower chord member (20) and the end web member (3).
7. A layered assembled earthquake-resistant staggered truss structure in accordance with claim 1, wherein: the end diagonal rod (5) comprises two angle steels; two ends of the angle steel are welded with the node plate (201) and the connecting plate (405) through three-face angle weld seams respectively; the two angle steels form a T-shaped section.
8. A method of assembling a layered fabricated earthquake-resistant staggered truss structure in accordance with claim 1, comprising the steps of:
1) Standardized production of building elements at the factory;
2) Completing the assembly of the structural truss unit and the open web truss unit;
3) Connecting the structural truss unit and the hollow truss unit at a preset position of the steel column (1);
4) Connecting the steel girder (8) with the structural truss unit and the hollow truss unit;
5) A drawknot steel rope (9).
9. A method of assembling a structure truss unit according to claim 8, wherein the assembling of the structure truss unit comprises the steps of:
a. the upper chord member (2), the lower chord member (20) and the end web member (3) are connected through bolts according to the truss structure;
b. The upper chord member (2), the lower chord member (20) and the vertical web member (4) are connected through the T-shaped connecting piece (6) and the SMA plate (7);
c. Welding an end diagonal rod (5);
d. And welding the slotted steel plates (10) to complete the assembly of the structural truss unit.
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