CN214062063U - Vertical long cantilever truss structure for spiral ascending type curtain wall support - Google Patents

Abstract

The utility model relates to a vertical long overhanging truss structure for supporting a spiral ascending curtain wall, which comprises a vertical long overhanging truss, a circumferential connecting steel beam, a lateral supporting structure and a bottom rigid support; the vertical long cantilever truss comprises a plurality of single vertical long cantilever trusses which are spirally arranged in a multi-turn mode, a planar pipe truss structure mode is adopted, and elevation positions at the top of the vertical long cantilever trusses are arranged in a gradually-changed mode according to spiral ascending, so that a vertical lateral force resisting support core structure is formed; the hoop connection steel beam mainly comprises two hoop connection steel beams which are positioned at the tops of all vertical long cantilever trusses and at the middle of the inner ring ultrahigh vertical long cantilever truss, and the hoop connection steel beams positioned at the tops of all the vertical long cantilever trusses are in spiral ascending connection along with the tops of the trusses. The utility model has the advantages that: based on limit bearing performance analysis, the utility model discloses a structure is convenient for through index control such as bulk rigidity, bearing capacity, further ensures the reasonable effective of overall structure system.

Description

Vertical long cantilever truss structure for spiral ascending type curtain wall support

Technical Field

The utility model belongs to the technical field of structural engineering, especially, relate to a truss structure is encorbelmented to vertical length for spiral lift by oneself formula curtain supports.

Background

The truss structure system is a lattice beam structure consisting of chord members, vertical bars (or horizontal bars) and diagonal members, and comprises a transverse truss structure and a vertical truss structure. The transverse truss structure is mainly used for large-span buildings and roof structures in large public buildings such as exhibition halls and gymnasiums; the vertical truss structure is widely applied to structural lateral support frameworks for special building models such as multi-layer through high curtain walls, outer facades and the like.

The vertical truss system can be generally divided into a simply-supported and one-way overhanging vertical truss system at two ends according to the support restraining forms at the two ends of the truss. The roof vertical long cantilever truss system is one of important unidirectional cantilever vertical trusses, the bottom end of the truss is a fixed end of a rigid support, and the top end of the truss is a free end; due to the large lateral stiffness and the large vertical support length, the supporting device is often applied to the supporting arrangement of the roof ultrahigh curtain wall of a building structure.

The roof vertical long cantilever truss system is generally in a plane pipe truss structure form, the width of the truss can be properly contracted from the bottom to the top, and the corresponding position can be adjusted according to the change trend of the special curtain wall shape, so that the reasonable and efficient arrangement form of the pipe truss members and the change of the height of the truss are important factors for ensuring the lateral resistance and the implementation feasibility of the pipe truss members.

The bottom of the roof vertical long cantilever truss system is a rigid column base fixed end, and generally divided into a rigid stiffening rib welding form with a steel beam at the column base and a rigid column base anchor bolt form with a concrete beam at the column base according to the column base structure type. Considering the construction convenience and the uniformity of floor slab pouring, the construction convenience and the uniformity of floor slab pouring can be set by lifting connection through the transition of the stiffening plates; when the lateral effects such as wind load, earthquake effect and the like are large, the shear key can be arranged on the lateral effect. Therefore, a reasonable and effective column base rigid arrangement form has important influence on the rigidity performance guarantee of the fixed end of the vertical long cantilever truss.

Annular connecting steel beams are generally required to be arranged between the basic units of the trusses of the vertical truss system to form an integral stress system, so that lateral instability is avoided. For the ultra-long vertical cantilever truss with the height of more than 10 meters, the middle part of the ultra-long vertical cantilever truss can be additionally provided with an annular connecting steel beam, and a lateral supporting structure is provided, so that the stable damage of the ultra-long vertical cantilever truss is avoided. Therefore, the arrangement form of the circumferential connecting steel beams and the lateral supporting structure needs to be arranged according to the condition allowed by the outer facade of the building curtain wall so as to increase the lateral stability.

The spiral arrangement corresponding to the modeling of the overhung ultrahigh curtain wall and the elevation position change of the top of the overhung ultrahigh curtain wall can correspond to a series of vertical long overhanging trusses in a multi-turn spiral ascending gradual change form to form an integral stress supporting framework system. The curtain wall modeling in actual design is not limited to the above, the supporting framework system can be obtained according to the above method under the condition of multiple circles of complex curved surfaces, and the arrangement of the basic units of the supporting framework is also an important aspect.

In addition, the vertical long cantilever truss system has the problems of complex node connection structure, complex component assembly, complex system stress performance, vibration and frequency processing of an overlong vertical cantilever truss and the like, and the reasonable and effective vertical long cantilever truss system form design and assembly scheme for supporting the spiral ascending curtain wall are also an important factor for ensuring the bearing performance and normal use of the system.

In conclusion, it is necessary to research a vertical long cantilever truss structure for supporting a spiral ascending curtain wall to design and bear a steel structure framework system suitable for a multi-turn spiral ascending arrangement vertical ultrahigh cantilever and curved building modeling curtain wall support of a roof.

SUMMERY OF THE UTILITY MODEL

The utility model aims at overcoming not enough among the prior art, providing a truss structure is encorbelmented to vertical length for spiral formula curtain supports that rises, can realize that the vertical length in roof that many circles spiral rises to arrange that encorbelments the steel construction framework system design that the curtain supported and bear.

The vertical long overhanging truss structure for supporting the spiral ascending type curtain wall comprises a vertical long overhanging truss, an annular connecting steel beam, a lateral supporting structure and a bottom rigid support; the vertical long cantilever truss comprises a plurality of single vertical long cantilever trusses which are spirally arranged in a multi-turn mode, a planar pipe truss structure mode is adopted, and elevation positions at the top of the vertical long cantilever trusses are arranged in a gradually-changed mode according to spiral ascending, so that a vertical lateral force resisting support core structure is formed; the circumferential connecting steel beams are mainly composed of two circumferential connecting steel beams positioned at the tops of all the vertical long cantilever trusses and the middle part of the inner ring ultrahigh vertical long cantilever truss, the circumferential connecting steel beams positioned at the tops of all the vertical long cantilever trusses are in spiral ascending connection along with the tops of the trusses, and the circumferential connecting steel beams positioned at the middle part of the inner ring ultrahigh vertical long cantilever truss are in circumferential connection with the reinforced middle part of the inner ring ultrahigh vertical long cantilever truss; the lateral support structure is positioned at the innermost ring of the vertical long cantilever truss and provides middle lateral stable support for the ultrahigh vertical long cantilever truss (the height is more than 10 meters); the bottom rigid support is positioned at the bottom of the vertical long cantilever truss and comprises a rigid stiffening rib welding column base form with a steel beam at the column bottom or a rigid column base anchor bolt form with a concrete beam at the column bottom, so that the single cantilever vertical truss form is realized, and a structural support framework is provided for the modeling and functions of the curtain wall building.

Preferably, the method comprises the following steps: the vertical long cantilever truss is in a planar pipe truss form, an inclined branch pipe of the vertical long cantilever truss is in a single-inclined-rod supporting form, the supporting angle is generally 30-60 degrees, a vertical main chord pipe on the inner side of the vertical long cantilever truss is a single vertical steel pipe, an inclined main chord pipe (a lower section inclined main chord pipe I and an upper section inclined main chord pipe II) on the outer side of the vertical long cantilever truss is in a spliced steel pipe form which is trapezoidal in double folding lines, and the vertical height position of a folding point of the inclined main chord pipe is changed corresponding to a curtain wall curved surface so as to adapt to the gradual change form of the vertical curved surface folding line of the curtain wall modeling.

Preferably, the method comprises the following steps: the vertical long cantilever truss is in a single cantilever truss form, the bottom of the truss is a fixed support end, and the top of the truss is a free end; a single truss is arranged along the direction vertical to the normal of the curved surface of the curtain wall; based on a central positioning point and a spiral positioning line (an outer spiral positioning line and an inner spiral positioning line), a plurality of single vertical long overhanging trusses are arranged to form a plurality of circles of spirally arranged vertical long overhanging trusses, and the tops of the trusses gradually change along with the ascending of the top of the curtain wall; the main chord pipes of the vertical long cantilever truss are truss main body stress components resisting the lateral force, the truss components are round pipes, and the diameters of the vertical main chord pipes and the inclined main chord pipes are 200-400 mm; a horizontal branch pipe of the vertical long overhanging truss and an inclined branch pipe of the vertical long overhanging truss are arranged between the vertical main chord pipe and the inclined main chord pipe, the inclined branch pipe and the horizontal branch pipe component mainly play roles of lateral support and connection of the main chord pipes, the cross section size is relatively small, and the diameters of the horizontal branch pipe of the vertical long overhanging truss and the inclined branch pipe of the vertical long overhanging truss are both 100mm-200 mm; the circumferential distance of the vertical long cantilever truss is 4-6 m, the width of the vertical long cantilever truss is 1-2 m, and the widths of the trusses with different heights are changed corresponding to the change of the double-fold line main chord pipe.

Preferably, the method comprises the following steps: the annular connecting steel beam consists of a first annular connecting steel beam at the top of the vertical long cantilever truss and a second annular connecting steel beam in the middle of the innermost ultrahigh truss, and the annular connecting steel beams and the vertical long cantilever truss are orthogonally connected and arranged in an annular manner so as to provide stable support outside the plane of the single vertical long cantilever truss arranged in a radial manner; the first annular connecting steel beam at the top of the vertical long cantilever truss is in a rigid connection form of multi-turn spiral ascending, and the second annular connecting steel beam at the middle part of the innermost ring ultrahigh truss is only arranged between the innermost ring ultrahigh trusses to strengthen the outer stable support of the middle plane.

Preferably, the method comprises the following steps: the first annular connecting steel beam at the top of the vertical long cantilever truss changes along with the change of the elevation position of the top of the vertical long cantilever truss, is in a multi-turn spiral ascending connection form, and is a connecting steel beam with two ends rigidly connected; the second annular connecting steel beam in the middle of the innermost ultrahigh truss is only arranged between the long cantilever trusses with the height of the innermost ring exceeding ten meters so as to strengthen the lateral stable support of the ultrahigh long cantilever trusses, and the vertical elevation position is at the same lateral elevation of the supporting structure and is rigidly connected with the vertical long cantilever trusses. The circumferential connecting steel beams are made of I-shaped steel, and the I-shaped steel is connected with each other end to end at the main chord tube position of the vertical long cantilever truss; the connection of the circumferential connection steel beam and the main chord pipe adopts an outer ring plate rigid node, and the connection part of the circumferential connection steel beam and the top of the vertical long cantilever truss is an outer ring plate rigid connection node at the end part of the circumferential connection steel beam; the outer ring plate rigid node consists of an upper ring plate of the outer ring plate rigid connection node, a lower ring plate of the outer ring plate rigid connection node and a vertical stiffening plate of the outer ring plate rigid connection node, the width of the ring plate is 100-200 mm, and the wall thicknesses of the ring plate and the vertical stiffening plate are respectively equal to the thicknesses of a flange and a web plate of the connecting I-steel; the height of the I-shaped steel is 400mm-500mm, and the span is 4m-6 m.

Preferably, the method comprises the following steps: the lateral supporting structure comprises a middle frame of the lateral supporting structure, a lateral supporting main steel beam and a lateral supporting short steel beam, the lateral supporting main steel beam and the lateral supporting short steel beam are located at the innermost circle of the vertical long cantilever truss, the vertical position of the top of the lateral supporting structure and the elevation position of the annular connecting steel beam II at the middle part of the innermost circle ultrahigh truss provide stable support in a middle plane for the ultrahigh vertical long cantilever truss with the height of 10 meters higher than the height.

Preferably, the method comprises the following steps: the force transmission path of the lateral support structure transmits lateral force to a middle frame of the lateral support structure for bearing through a lateral support main steel beam, the middle frame is arranged according to the building function, and a steel frame structure form can be adopted when no function exists; the lateral inclined support short steel beam is used for connecting the annular connecting steel beam and the vertical main chord pipe, so that the self-torsion effect of the vertical long cantilever truss is prevented; the components of the lateral supporting structure are I-shaped steel, rigid connection nodes are adopted at the nodes, the lateral supporting structure is connected with the main chord tube in a rigid welding connection mode through an outer ring plate, and the height of the I-shaped steel is 400mm-500 mm.

Preferably, the method comprises the following steps: the connecting node of the bottom rigid support is a rigid column base fixed end, and the connecting node comprises a rigid stiffening rib welding column base form with a steel beam at the column base or a rigid column base anchor bolt form with a concrete beam at the column base according to the structure type of the column base; the truss is encorbelmented to vertical length of bottom rigid support certain altitude range adopts outsourcing concrete protective layer and exceeds ground 100mm to steel construction corrosion condition when avoiding the roofing to have operating modes such as earthing, easy ponding appears, and outsourcing concrete protective layer is inside to set up the constructional steel bar. The column bottom is in a rigid-connection single-cantilever vertical truss arrangement form, and a structural support framework can be provided for the modeling and functions of the roof ultrahigh curtain wall building.

Preferably, the method comprises the following steps: in order to consider construction convenience and floor slab pouring uniformity, when the column bottom is a steel beam, a transition adapter joint is arranged at a support joint for lifting connection, and joint reinforcement is carried out through fixedly connected stiffening plates at the bottom of the support and transverse stiffening plates at two sides of a steel beam web plate; when lateral effects such as wind load, earthquake action and the like are large, shear keys are arranged on anchor bolt rigid connection column bases of the support joints when the column bottoms are concrete beams to carry out horizontal force bearing, and the column base anchor bolts are in a pre-buried bending form.

The utility model has the advantages that:

1. the utility model provides a truss structure is encorbelmented to vertical length for spiral formula curtain supports that rises by grades, its structural system structure is reasonable, can realize that the vertical superelevation that roof multiturn spiral rises by grades and arranges encorbelments the steel construction framework system design that the curtain supported and bear, and the long of truss system that encorbelments, high rigidity and spiral of full play spiral formula curtain support that rises by grades is encorbelmented, the molding advantage is escalated to the spiral to the length of full play spiral formula curtain support.

2. The utility model discloses a structure system uses vertical long truss of encorbelmenting and hoop to connect the girder steel and combine for central bracing framework to constitute single vertical truss form of encorbelmenting and constitute whole atress model through super high truss middle part side direction support, rigid support, can reach under the prerequisite that alleviates dead weight and control anti lateral stiffness as far as possible, realize long encorbelmenting, spiral escalation building model and function.

3. Based on limit bearing performance analysis, the utility model discloses a structure is convenient for through index control such as bulk stiffness (deformation value control), bearing capacity (stress ratio control), further ensures the reasonable effective of overall structure system.

4. The utility model discloses a component of structural system constitutes the module clearly and definitely, passes power clearly, and whole system encorbelments long, rigidity is big, bear high, the molding is unique, has wide application prospect in the steel construction framework system that the vertical superelevation that the many circles spiral of roof escalation was arranged encorbelments and curved surface building molding curtain supports.

Drawings

Fig. 1a-1e are respectively the utility model discloses an overall structure schematic diagram, vertical length truss schematic diagram, hoop connection girder steel schematic diagram, side direction bearing structure schematic diagram, the bottom rigid support schematic diagram of encorbelmenting truss structure embodiment for the vertical length of spiral lift-type curtain support.

Fig. 2 is a top plan view of an embodiment of the long vertical cantilever truss system of the present invention, which is a schematic view cut away from a-a in fig. 1 a;

FIG. 3 is a sectional front view of the embodiment of the long vertical cantilever truss system of the present invention, i.e. the sectional view B-B in FIG. 1 a;

FIG. 4 is a right side view of the vertical long cantilever truss system of the present invention, i.e. the C-C cut-away view in FIG. 1 a;

FIGS. 5a, 5b and 5c are schematic sectional views of D-D, E-E, F-F of single vertical long cantilever truss at different positions in FIG. 2;

FIG. 6a is a schematic view of the rigid connection node of the outer ring plate of the vertical long cantilever truss in FIG. 1a at the position of lateral connection steel beams, and FIG. 6b is a schematic view of the G-G cut-away of the rigid connection node of the outer ring plate in FIG. 6 a;

fig. 7a and 7b are schematic connection node diagrams of the bottom rigid support when the bottom of the vertical long cantilever truss in fig. 1a is a steel beam and a concrete beam respectively;

fig. 8a and 8b are schematic diagrams of an outer concrete protection layer of a bottom rigid support when the bottom of the vertical long cantilever truss in fig. 1a is a steel beam and a concrete beam respectively;

fig. 9 is a flow chart of the assembly of the components of the embodiment of the vertical long cantilever truss structure of the present invention.

Description of reference numerals: 1. a vertical main chord tube; 2. the lower section of the first main chord pipe is inclined; 3. the upper section is inclined to the main chord tube II; 4. a horizontal branch pipe of the vertical long cantilever truss; 5. an inclined branch pipe of the vertical long cantilever truss; 6. the knuckle point of the main chord tube is inclined; 7. the top of the vertical long cantilever truss is annularly connected with a first steel beam; 8. the steel beam II is annularly connected to the middle part of the innermost ultrahigh truss; 9. the outer ring plate of the end part of the steel beam is connected with the rigid joint point annularly; 10. a middle frame of the lateral support structure; 11. laterally supporting the main steel beam; 12. lateral inclined support short steel beams; 13. wrapping a concrete protective layer outside; 14. a connecting node of the bottom rigid support; 15. positioning a central point; 16. an external spiral positioning wire; 17. an internal spiral positioning line; 18. the outer ring plate is rigidly connected with the upper ring plate of the node; 19. the outer ring plate is rigidly connected with the lower ring plate of the node; 20. the outer ring plate is rigidly connected with the vertical stiffening plate of the node; 21. the bottom is a transition adapter joint of a support joint when a steel beam is arranged; 22. when the bottom is a concrete beam, the anchor bolts of the support nodes are rigidly connected; 23. the bottom support is fixedly connected with a stiffening plate; 24. and constructing the steel bars.

Detailed Description

The present invention will be further described with reference to the following examples. The following description of the embodiments is merely provided to aid in understanding the invention. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, the present invention can be further modified and modified, and such modifications and modifications also fall within the protection scope of the appended claims.

This patent structure system component module is clear and definite, passes power clearly, effectively accords with the whole atress and bears the design principle of mode, the long of full play overall structure system is encorbelmented, high rigidity advantage, based on the central bracing framework that truss and hoop connection girder steel combine is encorbelmented to vertical length, and through super high truss middle part side direction support, the rigid support constitutes the structural system constitution scheme that the vertical truss form was encorbelmented singly, realize that the vertical superelevation that the many circles spiral of roof was escalated encorbelmented curtain supports and curved surface building molding and function.

The design of this patent is based on the central support framework that truss and hoop connection girder steel combined are encorbelmented to vertical length to constitute the whole atress model of the structure system of the vertical truss form of encorbelmenting through super high truss middle part side direction support, rigid support: firstly, a vertical long cantilever truss is taken as a vertical lateral force resisting support core, and a central support framework with extremely large cantilever length and better lateral force resisting rigidity is formed by combining the top of the vertical truss and a circumferential connecting steel beam in the middle of an ultrahigh vertical long cantilever truss; secondly, realizing the stable support of the middle part of the ultrahigh vertical long cantilever truss through a lateral support structure, and realizing the form of a single cantilever vertical truss through a bottom rigid support; and finally, the whole stress bearing performance of the structural system is guaranteed by analyzing the ultimate bearing performance and controlling the deformation of the system, the stress of the component and the like.

Example one

As shown in fig. 1a to 1e and fig. 2 to 4, the vertical long cantilever truss structure for supporting the spiral ascending type curtain wall includes a vertical long cantilever truss, an annular connecting steel beam, a lateral support structure, and a bottom rigid support. The vertical long cantilever truss (shown in figure 1b) comprises a series of single vertical long cantilever trusses which are spirally arranged in a multi-turn mode, a planar pipe truss grid structure mode is adopted, and elevation positions at the top of the vertical long cantilever trusses are arranged in a gradually-changed mode according to spiral ascending, so that a vertical lateral force resisting support core structure is formed; the annular connecting steel beams (figure 1c) are composed of two annular connecting steel beams positioned at the tops of all the vertical long cantilever trusses and in the middle of the inner ring ultrahigh vertical long cantilever truss, the annular connecting steel beams are in spiral ascending connection along with the tops of the trusses, and the annular connecting steel beams are in middle elevation position steel beam connection arrangement between the inner ring ultrahigh vertical long cantilever trusses; the lateral support structure (shown in figure 1d) is positioned at the innermost ring of the vertical long cantilever truss and provides lateral stable support at the middle elevation position for the ultrahigh vertical long cantilever truss (the height exceeds 10 meters); bottom rigid support (figure 1e) is located vertical long truss bottom of encorbelmenting, including being connected with the rigid column foot of girder steel, concrete beam to realize the vertical truss form of singly encorbelmenting, and provide structural support framework for curtain building molding and function.

As shown in fig. 1b and 5, the vertical long cantilever truss is in a planar pipe truss structure form and is composed of a vertical main chord pipe 1 of the vertical long cantilever truss, a lower oblique main chord pipe I2, an upper oblique main chord pipe II 3, a horizontal branch pipe 4 of the vertical long cantilever truss and an oblique branch pipe 5 of the vertical long cantilever truss. The inclined branch pipe 5 of the vertical long cantilever truss is in a single-inclined-rod supporting mode, and the supporting angle is 30-60 degrees; the vertical main chord tube 1 positioned at the inner side of the truss is a single vertical steel tube; the main inclined chord pipes (2-3) positioned outside the truss are in a form of splicing steel pipes arranged in a double-fold trapezoidal mode, and the vertical elevation positions of the break points 6 of the main inclined chord pipes are changed corresponding to the curtain wall curved surface modeling so as to adapt to the gradual change form of the vertical curved surface break lines of the curtain wall modeling. The width of the vertical long cantilever truss is properly contracted from the bottom to the top so as to meet the requirement of a rigid support at the bottom on large bending moment.

As shown in fig. 1a-1 b and fig. 2-4, the vertical long cantilever truss is in a single cantilever truss structure form, the bottom of the truss is a fixed support end, and the top of the truss is a free end. The single plane truss is arranged along the normal direction perpendicular to the modeling curved surface of the curtain wall, a series of vertical plane trusses are arranged by taking a central positioning point 15 as a spiral arrangement center to form a vertical long cantilever truss structure with a plurality of circles of spiral arrangement, and the top height of the truss gradually changes along with ascending or descending of the top position of the curtain wall. The inner side vertical main chord pipes 1 of each vertical long cantilever truss fall on the inner spiral positioning line 17, and the outer side lower section oblique main chord pipes 2 fall on the outer spiral positioning line 16. In the present embodiment, a total of 82 vertically long cantilever truss basic units are provided.

The vertical main chord tubes 1 and the oblique main chord tubes (2-3) of the vertical long cantilever truss are truss main body stress members resisting the lateral force, and the cross section size is 200-400 mm according to the cross section of the round steel tube member; the horizontal branch pipe 4 of the vertical long cantilever truss and the inclined branch pipe 5 of the vertical long cantilever truss mainly play roles of lateral support and connection of the main chord pipes (1-3), and the cross section size is relatively small and ranges from 100mm to 200 mm; the circumferential distance of the single vertical long cantilever truss is 4-6 m, the width in the plane of the truss is 1-2 m, and the width in the plane of the truss with different top heights is changed corresponding to the change of the double-fold line oblique main chord pipes (2-3).

As shown in fig. 1c and 2-3, the circumferential connection steel beam is composed of a first circumferential connection steel beam 7 positioned at the tops of all the vertical long cantilever trusses and a second circumferential connection steel beam positioned at the height of the lateral support structure at the middle part of the innermost ultrahigh (more than 10 meters) vertical long cantilever truss, and the total number of the first circumferential connection steel beam and the second circumferential connection steel beam is two. The annular connecting steel beams (7-8) are arranged in an orthogonal annular manner with the vertical long cantilever truss so as to provide lateral stable support outside the plane of the single vertical long cantilever truss arranged in a radial manner.

As shown in fig. 1a, 1c and 2-4, the first annular connecting steel beam 7 at the top of the vertical long cantilever truss changes along with the change of the elevation position of the top of the vertical long cantilever truss, is in a multi-turn spiral ascending connection form, and is a connecting steel beam with two ends rigidly connected; the annular connecting steel beam in the middle of the truss is only arranged between the vertical long cantilever trusses which are the highest in inner ring height and are 10 meters higher so as to strengthen the lateral stable support of the ultrahigh long cantilever trusses, and the vertical elevation position is at the same lateral elevation of the supporting structure and is rigidly connected with the top elevation.

As shown in fig. 5-6, the hoop-connecting steel beams are generally i-beams, and the i-beams are connected end to end at the main chord tube position of the vertical long cantilever truss. The annular connecting steel beams at the same node are connected with the vertical main chord pipes by adopting an outer ring plate rigid node method; the outer ring plate rigid connection bracket consists of an upper ring plate 18 of an outer ring plate rigid connection node, a lower ring plate 19 of the outer ring plate rigid connection node and a vertical stiffening plate 20 of the outer ring plate rigid connection node, the width of the outer ring plate is 100mm and 200mm, the wall thickness of the outer ring plate is equal to the flange thickness of a connection I-beam, and the thickness of the vertical stiffening plate is equal to the web thickness of the I-beam. The height of the I-beam is 400mm-500mm, and the span is 4m-6 m.

As shown in fig. 1d and 2, the lateral support structure includes a middle frame 10 of the lateral support structure, a lateral support main steel beam 11, and a lateral support short steel beam 12. The lateral supporting structure is located at the innermost ring of the vertical long cantilever truss, the vertical elevation position of the device and the middle annular connecting steel beam elevation position of the vertical long cantilever truss provide lateral stable support in the middle surface for the ultrahigh vertical long cantilever truss with the height of 10 meters higher than the height of the device.

As shown in fig. 1a and 1d, the force transmission path of the lateral support structure transmits lateral forces such as wind load, earthquake and the like to the middle frame for bearing through the lateral support main steel beam 11, the middle frame is arranged according to the building function, and a structural frame structure form of a non-floor steel frame can be adopted when the middle frame is not functional. The lateral support short steel beam 12 is used for connecting the circumferential connection steel beam (7-8) and the vertical main chord pipe on the inner side of the vertical long cantilever truss, and prevents the self-torsion effect of the vertical long cantilever truss.

As shown in fig. 1d and 6, the lateral support structure is generally an i-steel, the nodes are all rigid connection nodes, and the connection between the i-steel and the vertical main chord tube 1 and the oblique main chord tubes (2-3) is in a rigid welding connection form of an outer ring plate. The height of the I-beam is 400mm-500 mm.

As shown in fig. 1e and fig. 6 to 7, the bottom rigid support is located at the connection node 14 of the bottom rigid support of the long vertical cantilever truss, and is a rigid column base fixing end, and generally includes a rigid stiffening rib welded column base form with a steel beam at the column base and a rigid column base anchor bolt form with a concrete beam at the column base according to the column base structure type. The column bottom is in a rigid-connection single-cantilever vertical long cantilever truss arrangement form, and a structural support framework can be provided for the modeling and functions of the roof ultrahigh curtain wall building.

As shown in fig. 1e and fig. 7 to 8, in order to consider construction convenience and uniformity of floor slab casting, when the column bottom is a steel beam, rigid-connection column feet at the support nodes are arranged for lifting connection through the transfer of stiffening plates, that is, when the bottom is a steel beam, the support nodes are provided with reinforcing plates of transition transfer joints, and the nodes are reinforced through fixedly-connected stiffening plates 23 at the bottom of the support and transverse stiffening plates at two sides of a steel beam web; when lateral effects such as wind load, earthquake action and the like are large, shear keys are arranged on the anchor bolt rigid connection 22 column feet of the support joint for horizontal force bearing when the bottom is a concrete beam, and the column foot anchor bolts are in a pre-buried bending form.

As shown in fig. 1e and 7-8, the vertical long cantilever truss with the bottom rigid support in a certain height range adopts an outer concrete protection layer 13 to avoid the occurrence of the corrosion condition of a steel structure when the roof has working conditions of soil covering, easy water accumulation and the like. The concrete is coated to a height higher than the finished building surface or the soil covered ground by 100mm, and the concrete-coated structural steel bars 24 (longitudinal bars and stirrups) are arranged in the concrete-coated structural steel bars for reinforcement.

The setting of the plane pipe truss shape, the lattice arrangement, the top altitude variation, the many circles spiral complex curved surface form and the hoop connection girder steel of the truss of encorbelmenting of vertical length can be properly adjusted according to the molding requirement, the functional space of building curtain, the requirement of vertical height and boundary condition of encorbelmenting, can not influence each part of this patent and be used for the truss structure of encorbelmenting of vertical length that spiral formula curtain supports and constitute and the mode of assembling.

Example two

As shown in fig. 9, the assembling process of the specific components of the vertical long overhanging truss structure for supporting the spiral ascending curtain wall is as follows:

(1) a single-truss vertical long cantilever truss basic unit in the form of a single-diagonal-bar planar pipe truss is formed by a vertical main chord pipe 1, a lower-section oblique main chord pipe I2, an upper-section oblique main chord pipe II 3, a horizontal branch pipe 4 of the vertical long cantilever truss and an oblique branch pipe 5 of the vertical long cantilever truss; the outer oblique main chord pipe is in a double-fold line form, and the corresponding change position is a folding point 6 of the oblique main chord pipe;

(2) a single vertical long overhanging truss is arranged along the normal direction vertical to the curved surface of the curtain wall, a central positioning point 15 is taken as a spiral center, a plurality of vertical long overhanging trusses are arranged to form a multi-circle spirally arranged vertical long overhanging truss structure, and a lower section oblique main chord pipe I2 and a lower section vertical main chord pipe 1 fall on an outer spiral positioning line 16 and an inner spiral positioning line 17 respectively;

(3) the top parts of all the vertical long cantilever trusses are connected with a first annular connecting steel beam 7 at the top part of the vertical long cantilever truss, and the middle parts of the innermost ultrahigh long cantilever trusses are connected with a second annular connecting steel beam 8 at the middle part of the innermost ultrahigh truss;

(4) rigid nodes are arranged at rigid joint points of outer ring plates of main chord tubes of the circumferential connecting steel beams and the vertical long cantilever truss, and the rigid joint points are formed by bolting and rigid welding of an upper ring plate 18 of the rigid joint points of the outer ring plates, a lower ring plate 19 of the rigid joint points of the outer ring plates and a vertical stiffening plate 20 of the rigid joint points of the outer ring plates;

(5) the middle part of the innermost ring ultrahigh long cantilever truss transmits lateral force to a middle frame 10 of a lateral support structure through a lateral support main steel beam 11 and a lateral inclined support short steel beam 12 to perform lateral stable support;

(6) at the connecting node 14 of the bottom rigid support, when the column bottom is a steel beam, a transition adapter joint is arranged, and node reinforcement is carried out through a fixedly connected stiffening plate 23 of the bottom support and transverse stiffening plates on two sides of a web plate of the steel beam; when the column bottom is a concrete beam, the anchor bolt rigid connection node is provided with a shear key for carrying horizontal force;

(7) the truss of encorbelmenting of vertical length of bottom rigid support certain height range adopts outsourcing concrete protective layer 13 to wrap up, avoids the steel construction corrosion to appear, and outsourcing concrete protective layer 13 is inside to set up construction steel bar 24 and to strengthen.

EXAMPLE III

This patent still provides the vertical long truss structure of encorbelmenting that is used for spiral formula curtain to support and encorbelments the steel construction framework system design that the curtain supported and bear the application in the vertical superelevation that the many circles spiral of roof were ascending to arrange, vertical long encorbelment indicates that vertical single height of encorbelmenting is not less than 10 meters the truss of encorbelmenting of vertical length.

Compared with the prior art not enough, the utility model provides a truss structure is encorbelmented to vertical length for spiral lift-type curtain supports based on the vertical length truss of encorbelmenting and the center support framework that the hoop connects the girder steel to combine, provides the middle part through side direction bearing structure for super high truss and supports, constitutes the vertical truss form of singly encorbelmenting through the rigid support, can realize that vertical superelevation encorbelments curtain and curved surface building curtain molding and function. The structural system has the advantages of clear component modules, reasonable structure, clear force transmission, long cantilever, high rigidity and spiral ascending modeling, wide application range, effective accordance with the design principle of integral stress and bearing mode, and capability of realizing the design and bearing of the steel structural system supported by the roof multi-turn spiral ascending vertical ultrahigh cantilever curtain wall. Based on limit bearing performance analysis, whole performance control such as bear through deformation rigidity, stress ratio can further ensure the utility model is used for the long of the vertical long truss system of encorbelmenting that the spiral formula curtain that rises supports encorbelments, high rigidity and spiral rises molding advantage.

Claims (8)

1. The utility model provides a truss structure is encorbelmented to vertical length for spiral lift-type curtain supports which characterized in that: the cantilever beam structure comprises a vertical long cantilever truss, an annular connecting steel beam, a lateral supporting structure and a bottom rigid support; the vertical long cantilever truss comprises a plurality of single vertical long cantilever trusses which are spirally arranged in a multi-turn mode, and the elevation positions of the tops of the vertical long cantilever trusses are arranged in a gradually-changed mode according to spiral ascending to form a vertical lateral force resisting support core structure; the circumferential connecting steel beams are mainly composed of two circumferential connecting steel beams positioned at the tops of all the vertical long cantilever trusses and the middle part of the inner ring ultrahigh vertical long cantilever truss, the circumferential connecting steel beams positioned at the tops of all the vertical long cantilever trusses are in spiral ascending connection along with the tops of the trusses, and the circumferential connecting steel beams positioned at the middle part of the inner ring ultrahigh vertical long cantilever truss are in circumferential connection with the reinforced middle part of the inner ring ultrahigh vertical long cantilever truss; the lateral supporting structure is positioned at the innermost ring of the vertical long cantilever truss; the bottom rigid support is positioned at the bottom of the vertical long cantilever truss and comprises a rigid stiffening rib welding column base form with a steel beam at the column bottom or a rigid column base anchor bolt form with a concrete beam at the column bottom.

2. The vertical long cantilever truss structure for supporting the spiral ascending curtain wall according to claim 1, wherein the vertical long cantilever truss is in a planar pipe truss form, an inclined branch pipe (5) of the vertical long cantilever truss is in a single-inclined-rod supporting form, the supporting angle is 30-60 degrees, a vertical main chord pipe (1) on the inner side of the vertical long cantilever truss is a single vertical steel pipe, an inclined main chord pipe on the outer side of the vertical long cantilever truss is in a form of a spliced steel pipe with a double-folded line in a trapezoidal arrangement, and the vertical height position of a folding point (6) of the inclined main chord pipe is changed corresponding to a curved surface of the curtain wall.

3. The vertical long overhanging truss structure for the spiral ascending curtain wall support according to claim 2, wherein the bottom of the vertical long overhanging truss is a fixed support end, and the top is a free end; a single vertical long cantilever truss is arranged along the direction vertical to the normal of the curved surface of the curtain wall; the main chord pipes of the vertical long cantilever truss are all round pipes, and the diameters of the vertical main chord pipes and the inclined main chord pipes are both 200mm-400 mm; a horizontal branch pipe (4) of the vertical long cantilever truss and an inclined branch pipe (5) of the vertical long cantilever truss are arranged between the vertical main chord pipe (1) and the inclined main chord pipe, and the diameters of the horizontal branch pipe (4) of the vertical long cantilever truss and the inclined branch pipe (5) of the vertical long cantilever truss are both 100mm-200 mm; the circumferential distance of the vertical long cantilever truss is 4m-6m, and the width of the vertical long cantilever truss is 1m-2 m.

4. The vertical long cantilever truss structure for the spiral ascending type curtain wall support according to claim 1, wherein the annular connecting steel beam is composed of an annular connecting steel beam I (7) at the top of the vertical long cantilever truss and an annular connecting steel beam II (8) at the middle part of the innermost ultrahigh truss, and the annular connecting steel beams are orthogonally connected with the vertical long cantilever truss and are arranged in an annular manner; the first annular connecting steel beam (7) at the top of the vertical long cantilever truss is in a rigid connection form of multi-turn spiral ascending, and the second annular connecting steel beam (8) in the middle of the innermost ultrahigh truss is arranged between the innermost ultrahigh trusses.

5. The vertical long cantilever truss structure for the spiral ascending type curtain wall support according to claim 4, wherein a first annular connecting steel beam (7) at the top of the vertical long cantilever truss is in a multi-turn spiral ascending connection mode and is a connecting steel beam with two rigid ends; the second annular connecting steel beam (8) in the middle of the innermost ring ultrahigh truss is arranged between the vertical long cantilever trusses with the height of the innermost ring exceeding ten meters, and the vertical elevation position of the second annular connecting steel beam is as high as the top elevation of the lateral supporting structure and is rigidly connected with the vertical long cantilever trusses; the circumferential connecting steel beams are made of I-shaped steel, and the I-shaped steel is connected end to end at the main chord pipe position of the vertical long cantilever truss; the connection of the circumferential connecting steel beam and the main chord pipes adopts an outer ring plate rigid node, and the connection part of the circumferential connecting steel beam and the top of the vertical long cantilever truss is an outer ring plate rigid connection node (9) at the end part of the circumferential connecting steel beam; the rigid node of the outer ring plate consists of an upper ring plate (18) of the rigid-connection node of the outer ring plate, a lower ring plate (19) of the rigid-connection node of the outer ring plate and a vertical stiffening plate (20) of the rigid-connection node of the outer ring plate, the width of the ring plate is 100mm-200mm, and the wall thicknesses of the ring plate and the vertical stiffening plate are respectively equal to the thicknesses of a flange and a web plate of the connecting I-steel.

6. The vertical long cantilever truss structure for spiral ascending type curtain wall support according to claim 1, wherein the lateral support structure comprises a middle frame (10), a lateral support main steel beam (11) and a lateral support short steel beam (12) of the lateral support structure, the lateral support structure is positioned at the innermost ring of the vertical long cantilever truss, the vertical position of the top of the lateral support structure is the same as the elevation position of the second circumferential connecting steel beam (8) in the middle of the ultrahigh truss at the innermost ring; the lateral support main steel beam (11) is positioned around a middle frame (10) of the lateral support structure, and the lateral support short steel beam (12) is positioned at the end part of the lateral support main steel beam (11); the lateral inclined support short steel beam (12) is used for connecting the annular connecting steel beam and the vertical main chord tube (1); the components of the lateral supporting structure are I-shaped steel, rigid connection nodes are adopted at the nodes, and the lateral supporting structure is connected with the main chord tube in a rigid welding connection mode through an outer ring plate.

7. The vertical long overhanging truss structure for spiral ascending curtain wall support according to claim 1, wherein the connecting node (14) of the bottom rigid support is a rigid pedestal fixed end, and comprises a rigid stiffening rib welded pedestal form with a steel beam at the pedestal bottom or a rigid pedestal anchor form with a concrete beam at the pedestal bottom; the vertical long cantilever truss with the certain height range of the rigid support at the bottom adopts an outer concrete protection layer (13), and a constructional steel bar (24) is arranged inside the outer concrete protection layer (13).

8. The vertical long cantilever truss structure for the spiral ascending type curtain wall support according to claim 7, wherein when the column bottom is a steel beam, a transition adapter joint is arranged at a support node for lifting connection, and node reinforcement is performed through a fixedly connected stiffening plate (23) at the bottom of the support and transverse stiffening plates at two sides of a steel beam web; when the column bottom is a concrete beam, the anchor bolt rigid connection (22) of the support joint is provided with a shear key, and the anchor bolt of the column base is in a pre-buried bending form.

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