CN116607703A - Construction method of large-span truss building structure and large-span truss building structure - Google Patents
Construction method of large-span truss building structure and large-span truss building structure Download PDFInfo
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- CN116607703A CN116607703A CN202310864161.4A CN202310864161A CN116607703A CN 116607703 A CN116607703 A CN 116607703A CN 202310864161 A CN202310864161 A CN 202310864161A CN 116607703 A CN116607703 A CN 116607703A
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- 238000006243 chemical reaction Methods 0.000 claims abstract description 84
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 45
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- 238000000034 method Methods 0.000 claims abstract description 33
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
- E04B1/5825—Connections for building structures in general of bar-shaped building elements with a closed cross-section
- E04B1/5831—Connections for building structures in general of bar-shaped building elements with a closed cross-section of substantially rectangular form
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
- E04C2003/0486—Truss like structures composed of separate truss elements
- E04C2003/0491—Truss like structures composed of separate truss elements the truss elements being located in one single surface or in several parallel surfaces
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A40/00—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production
- Y02A40/10—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production in agriculture
- Y02A40/25—Greenhouse technology, e.g. cooling systems therefor
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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
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- Mechanical Engineering (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
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Abstract
The invention relates to a construction method of a large-span truss building structure and the large-span truss building structure. The method comprises the following steps: constructing a pair of core tube shear walls which are oppositely arranged; the heavy-load conversion truss is arranged at a preset height from the ground by utilizing a temporary support in the through space; at least one steel frame layer is arranged on the heavy-load conversion truss; one end of each oblique pull rod is connected to a first corner part where the frame column intersects with the upper chord of the heavy-duty conversion truss, and the other end of each oblique pull rod is connected to a second corner part where the frame beam intersects with the end column of the shear wall of the core tube; removing the temporary support and continuing construction on at least one steel frame layer until the designed steel frame layer is reached; and replacing the first mid-section pull rod with a second mid-section pull rod, the second mid-section pull rod having a yield strength greater than the first mid-section pull rod. In this way, the influence of dead weight load on the component in the construction process can be eliminated, the stress release is carried out on the structure by utilizing the yielding part, and the robustness and the safety redundancy of the structure are improved.
Description
Technical Field
The present invention relates generally to the field of building technology, and in particular, to a method of constructing a large-span truss building structure and a large-span truss building structure.
Background
Trusses in a truss structure refer to truss beams, which are a kind of lattice beam structure. Truss structures are commonly used in large span buildings such as workshops, exhibitions, gymnasiums, and bridges. The bottom of the large-span truss building structure is not provided with a support column, and the deflection is larger under the condition that the upper part bears load and under the condition of strong vibration (such as strong earthquake), so that the integral safety of the structure is influenced. Meanwhile, in the construction process, temporary support trusses are required to be arranged for construction, but when the upper load is born, the larger load is transmitted to the underground structure through the trusses, so that the integral safety of the structure is affected. Moreover, the influence of dead weight load on the truss structure in the construction process easily causes that the construction is not completed, the truss structure is in a high-stress state, even deformation occurs, and the service life of the truss structure is influenced. In addition, the large-span truss building structure obtained by current construction has small integral rigidity and weak lateral deformation resistance, and particularly has poor integral structure robustness and insufficient safety redundancy under the condition that stress generated in a construction stage cannot be released.
Therefore, a construction method of a large-span truss building structure is urgently needed, and the large-span truss building structure with high robustness and high safety redundancy can be built through the construction method so as to meet the use requirements in various scenes.
Disclosure of Invention
It is an object of the present invention to provide a construction method of a large-span truss building structure and a large-span truss building structure, which at least partially solve the above-mentioned problems in the prior art.
According to a first aspect of the present invention, a method of constructing a long-span truss building structure is provided. The construction method comprises the following steps: constructing a pair of core tube shear walls which are oppositely arranged, wherein a through space is arranged between the pair of core tube shear walls, and each shear wall of the pair of core tube shear walls comprises a core tube shear wall end column; setting a heavy-duty conversion truss at a preset height from the ground by utilizing temporary support in the through space, wherein the heavy-duty conversion truss comprises a heavy-duty conversion truss upper chord and is suitable for bearing a plurality of steel frame layers, each steel frame layer in the plurality of steel frame layers comprises a frame column and a frame beam, the frame column is intersected with the heavy-duty conversion truss upper chord, and the frame beam is intersected with the core barrel shear wall end column; at least one steel frame layer is arranged on the heavy-load conversion truss; connecting one end of each of the plurality of diagonal tension rods to a first corner part of the frame column intersecting the upper chord of the heavy-duty conversion truss, and connecting the other end of each of the plurality of diagonal tension rods to a second corner part of the frame beam intersecting the end column of the shear wall of the core tube, wherein at least one tension rod of the plurality of diagonal tension rods is provided with a first middle section tension rod at a position close to the first corner part, the first middle section tension rod can be replaced, and the yield strength is weakened; removing the temporary support and continuing construction on at least one steel frame layer until the designed steel frame layer is reached; and replacing the first mid-section pull rod with a second mid-section pull rod, the second mid-section pull rod having a yield strength greater than the first mid-section pull rod.
According to the embodiment of the invention, by arranging the replaceable middle-section pull rod, the lower end of the inclined pull rod can be used as a heavy-load conversion truss fulcrum at the early stage of construction to reduce the vertical deflection of a large-span heavy-load conversion truss in the construction process, so that the rigidity of the whole structure is improved, and the influence of construction load on an underground structure layer is reduced; the weakening of the yield strength can effectively eliminate the stress influence generated in the early stage of construction, and the structural safety in the construction process is improved; the broken pull rod with weakened yield strength is replaced in the later construction stage, so that stress release is completed, the stress and anti-seismic performance of the whole structure are improved, and the stress influence in the construction stage is eliminated to the greatest extent; in the using stage, the inclined pull rod can restrict the large-span heavy-load conversion truss, so that the structural robustness and the safety redundancy are improved; the connection mode of the inclined pull rod and the heavy-load conversion truss not only makes full use of the corner, but also adopts a stable triangle structure, and the robustness and the safety redundancy of the structure are further improved.
In some embodiments, when the at least one steel frame layer is a plurality, a frame beam arrangement intermediate the plurality of steel frame layers at least partially intercepts the diagonal draw bar. In other words, the frame beam may intersect the diagonal draw bar, and the upper end draw bar of the diagonal draw bar may be partially or completely divided into two sections. In such an embodiment, the middle section pull rod weakened by the yield strength is matched with the middle section pull rod as a whole, so that the yield capacity of the diagonal pull rod is remarkably improved, the safety of the construction process is ensured, and the stress release effect of the final structure is further improved.
In some embodiments, the degree to which the diagonal draw bars are truncated by the frame beam can be adjusted so as to achieve different stress relief effects according to engineering practical requirements.
In some embodiments, the location at which the diagonal braces are connected to the top chords of the heavy-duty conversion truss is compatible with the height of the diagonal braces across the steel frame layer. In such an embodiment, the angle of the diagonal draw bar may be freely adjusted to achieve diagonal draw bar force control.
In some embodiments, the angle between the diagonal tension bar and the transverse extension direction of the heavy-duty conversion truss is set such that the component force of the diagonal tension bar in the vertical direction is greater than the component force in the horizontal direction. In such embodiments, it is more effective to resist deflection of the large span heavy load conversion truss. For example, the diagonal braces may be disposed at an angle greater than 45 degrees from the horizontal of the heavy-duty conversion truss.
In some embodiments, at least one of the plurality of diagonal braces includes a lower section brace and an upper section brace, the first middle section brace or the second middle section brace is provided between the lower section brace and the upper section brace based on the construction stage, and the yield strength of the second middle section brace is not less than the yield strengths of the lower section brace and the upper section brace. In such an embodiment, a specific implementation is provided, which can reduce the stress and damage to the diagonal tie, and complete the release of the stress, so as to improve the anti-seismic performance and the stress performance of the overall structure; in the using stage, the inclined pull rod can restrict the large-span heavy-load conversion truss, so that the structural robustness and the safety redundancy are improved.
In some embodiments, the lower section pull rod and the upper section pull rod Duan Lagan are respectively connected with the first middle section pull rod by adopting a flange plate and bolts; and after the construction is finished, the lower section pull rod and the upper section pull rod Duan Lagan are respectively connected with the second middle section pull rod by adopting flange plates and bolts. In such an embodiment, modification and replacement of the nodes is easy.
In some embodiments, the lower section tie rod, the upper section tie rod, and the second middle section tie rod are box-shaped in cross-section, and the first middle section tie rod is cross-shaped in cross-section. In such an embodiment, a specific implementation of reducing the yield strength of the first mid-section tension rod is provided.
In some embodiments, the flange plate includes stiffening ribs. In such an embodiment, the node rigidity can be enhanced, and the flange plate is ensured not to be buckled firstly in the construction process, so that the subsequent disassembly and replacement construction of the middle section pull rod are facilitated.
In some embodiments, the lower ends of the diagonal braces are connected at no more than one third of the horizontal direction of the heavy-duty conversion truss. In such an embodiment, the bending moment borne by the large-span heavy-load conversion truss can be minimized, and the effect of reducing the deflection of the large-span heavy-load conversion truss is excellent.
According to a second aspect of the present invention there is provided a long span truss building structure constructed in accordance with the method of the first aspect of the present invention.
It should be understood that the description in this summary is not intended to limit the critical or essential features of the embodiments of the invention, nor is it intended to limit the scope of the invention. Other features of the present invention will become apparent from the description that follows.
Drawings
The above, as well as additional purposes, features, and advantages of embodiments of the present invention will become apparent in the following detailed written description and claims upon reference to the accompanying drawings. Several embodiments of the present invention are illustrated by way of example, and not by way of limitation, in the figures of the accompanying drawings and in which:
FIG. 1 is an elevation view of a 10-story, large-span truss building structure in accordance with an exemplary embodiment of the present invention;
FIG. 2 is a plan view of a 10-story, large-span truss building structure in accordance with an exemplary embodiment of the present invention;
FIG. 3 is a diagonal draw bar connection diagram in accordance with an exemplary embodiment of the present invention;
FIG. 4 is a schematic view of a diagonal draw bar before replacement according to an exemplary embodiment of the present invention;
FIG. 5 is a schematic view of a post-replacement diagonal draw bar according to an exemplary embodiment of the present invention;
FIG. 6 is a first mid-section bar cross-sectional view in accordance with an exemplary embodiment of the present invention;
fig. 7 is a cross-sectional view of a second mid-section tie and upper and lower section ties according to an exemplary embodiment of the present invention.
The reference numerals in the drawings are respectively: the shear wall comprises a 1-core tube shear wall, a 2-heavy-duty conversion truss, a 3-diagonal tension rod, a 4-steel frame layer, a 5-double-steel-plate shear wall, a 6-shear wall end post, a 7-lower section tension rod, an 8-first middle section tension rod, a 9-upper Duan Lagan, a 10-frame post, an 11-heavy-duty conversion truss upper chord, a 12-flange plate, a 13-stiffening rib, a 14-second middle section tension rod and a 15-tower.
Like or corresponding reference characters indicate like or corresponding parts throughout the several views.
Detailed Description
Embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. While the invention is susceptible of embodiment in the drawings, it is to be understood that the invention may be embodied in various forms and should not be construed as limited to the embodiments set forth herein, but rather are provided to provide a more thorough and complete understanding of the invention. It should be understood that the drawings and embodiments of the invention are for illustration purposes only and are not intended to limit the scope of the present invention.
In describing embodiments of the present invention, the term "comprising" and its like should be taken to be open-ended, i.e., including, but not limited to. The term "based on" should be understood as "based at least in part on". The term "one embodiment" or "the embodiment" should be understood as "at least one embodiment". The terms "first," "second," and the like, may refer to different or the same object. Other explicit and implicit definitions are also possible below.
In the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
It should be appreciated that the terms "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," and the like are used to indicate an orientation or positional relationship based on that shown in the drawings, and are merely for convenience in describing and simplifying the description, and do not indicate or imply that the devices, components, or structures referred to must have a particular orientation, be constructed or operated in a particular orientation, and are not to be construed as limiting the invention.
As described above, the existing truss conversion structure has problems of large deflection against the self-weight load of the structure, large load transferred to the underground structure through the truss during construction, influence of the self-weight load on the truss structure during construction, weak resistance to lateral deformation, and the like.
Aiming at the problems, the lower end of the inclined pull rod can be used as a fulcrum of the heavy-load conversion truss in the early construction stage to reduce the vertical deflection of the large-span heavy-load conversion truss in the construction process by arranging the replaceable middle pull rod, so that the rigidity of the whole structure is improved, and the influence of the construction load on the underground structure layer is reduced; the weakening of the yield strength can effectively eliminate the stress influence generated in the early stage of construction, and the structural safety in the construction process is improved; the broken pull rod with weakened yield strength is replaced in the later construction stage, so that stress release is completed, the stress and anti-seismic performance of the whole structure are improved, and the stress influence in the construction stage is eliminated to the greatest extent; in the using stage, the inclined pull rod can restrict the large-span heavy-load conversion truss, so that the structural robustness and the safety redundancy are improved; the connection mode of the inclined pull rod and the heavy-load conversion truss not only makes full use of the corner, but also adopts a stable triangle structure, and the robustness and the safety redundancy of the structure are further improved.
An exemplary truss building structure of the present invention, which is a frame-shear wall structure obtained by the construction method of the present invention, will be described in detail with reference to fig. 1 to 7, and an exemplary construction method of the large-span truss building structure will be described in detail after a specific structure is described.
In this exemplary large-span truss building structure construction, the two-sided tower 15 adopts a core tube shear wall 1 system to promote the lateral deformation resistance rigidity of the overall structure, and the middle large-span heavy-load conversion truss is rigidly connected to the two-sided core tube shear wall end posts. In such a structure, the structure can realize a building bottom layer large-span through space structure, but the heavy-load conversion truss is larger in load bearing capacity because the bottom part is not provided with frame columns, and temporary supports are needed to be arranged at the bottom layer large-span through space in the construction process so as to construct the large-span heavy-load conversion truss, so that larger load can be transmitted to the underground structure.
As such, the large-span heavy-load conversion truss has larger deflection under the action of earthquake load due to the fact that the bottom is not provided with frame columns and the upper part is subjected to larger load. In order to improve the overall rigidity of the structure, resist lateral deformation, reduce the deflection of a large-span heavy-load conversion truss under the action of load, reduce the load born by an underground structure layer, and simultaneously reduce the influence of dead weight load on the truss structure in the construction process, various embodiments of the invention provide the following improved construction method.
It should be understood that in the following embodiments, a large span 10-layer truss building structure is selected for illustration, the bottom layer large span through space of the structure is 3 layers high, the diagonal tie spans 2 layers, and in the actual structural design, the determination of the number of crossing layers of the diagonal tie comprehensively considers the distance between structural columns and the inclination angle of the diagonal tie. The structures of fig. 1-7 are merely exemplary and are not to be construed as limiting the invention. Other suitable ways of implementing the inventive concept may also be used within the scope of the invention.
Fig. 1 is an elevation view of a 10-story, large-span truss building structure in accordance with an exemplary embodiment of the present invention. The large-span truss building structure is obtained by the construction method. In fig. 1, the constructed large-span truss building structure comprises a core tube shear wall 1, a heavy-load conversion truss 2, diagonal tension rods 3 and a steel frame layer 4. In one embodiment, the truss building structure comprises 10 steel frame layers, wherein part of the steel frame layers 4 are arranged on the heavy-duty conversion truss 2, one end of the conversion truss 2 is connected with the diagonal tension rods 3, and the other end of the conversion truss 2 is connected with the core tube shear wall 1. As shown in fig. 1, the heavy-load conversion truss 2 is provided with six steel frame layers 4, so that the heavy-load conversion truss is very heavy in bearing gravity load, the rigidity requirement on the structure is high, and the inclined pull rod 3 not only improves the rigidity of the heavy-load conversion truss, but also improves the overall rigidity of the structure.
In one embodiment, the core tube shear wall 1 is part of a shear wall of a tower 15, but the tower 15 is merely exemplary and any other form of building structure is possible.
Fig. 2 illustrates a plan view of a 10-story, large-span truss building structure in accordance with an exemplary embodiment of the present invention. As shown in fig. 2, the core tube shear wall 1 takes a cylindrical structure, and a pair of core tube shear walls 1 are disposed opposite to each other and are part of a tower 15. The core tube shear wall 1 comprises a double-steel-plate shear wall 5 and a shear wall end column 6. The different sections of the double steel plate shear wall 5 are connected through the shear wall end posts 6. The double steel plates of the double steel plate shear wall 5 are arranged to improve the overall strength of the core tube shear wall 1, and can be replaced by other types of shear walls. In a preferred embodiment, one end of the diagonal tie 3 may be attached to the shear wall end post 6 to avoid damage to the double steel plate shear wall 5, affecting the overall strength of the structure.
Fig. 3 is a diagonal draw bar connection diagram according to an exemplary embodiment of the present invention. As shown in fig. 3, the heavy-duty conversion truss 2 is connected to a core tube shear wall end column 6 of the core tube shear wall 1 to be subjected to heavy-duty conversion, one end of the diagonal tension rod 3 is connected to a first corner where the frame column intersects with an upper chord of the heavy-duty conversion truss, and the other end is connected to a second corner where the frame beam intersects with the core tube shear wall end column. This will be described in more detail below. As shown in fig. 1 to 3, the bottom of the heavy-load conversion truss 2 is not supported by structural columns, two ends of the heavy-load conversion truss are rigidly connected to the end columns 6 of the shear wall of the core tube, and are subject to the dead weight pressure of the upper steel frame layer 4 structure, so that the condition of deflection overrun is easy to occur under the action of earthquake load.
As shown in fig. 3, the lower ends of the four inclined pull rods 3 support the node of the heavy-load conversion truss 2, the upper ends of the four inclined pull rods are connected with the core tube shear wall 1, and when the structure is under the effects of static load, small shock and medium shock, the heavy-load conversion truss 2 bears most of stress, and the inclined pull rods 3 are almost in a zero-stress state; when the structure is under the action of large vibration or other strong vibration, the four inclined pull rods 3 bear most of the load, and the inclined pull rods 3 absorb most of the earthquake energy to yield so as to achieve the purpose of protecting the heavy-load conversion truss 2, reduce the deflection of the truss under the action of large vibration, and ensure that the structure cannot collapse under the action of large vibration.
With continued reference to fig. 3, the construction of the heavy-load conversion truss 2 needs to be temporarily supported below, so that a larger construction load is generated on the underground structure, the oblique pull rod 3 can transfer the load to the shear wall, the load is transferred to the foundation through the shear wall, and finally the load is guided into the underground, so that the damage of the construction load to the underground structure layer is reduced.
In the initial stage of construction, the lower end of the inclined pull rod 3 is equivalent to a fulcrum to the heavy load conversion truss 2, so that the vertical deflection of the heavy load conversion truss 2 by the construction load can be reduced; in the later construction stage and the use stage, the inclined pull rod 3 can restrict the heavy-load conversion truss 2, so that the structural robustness and the safety redundancy are improved.
The detachable and replaceable diagonal tension rods 3 are described below with reference to fig. 4 and 5 to connect the core tube shear wall 1 and the heavy-duty conversion truss 2, so that the deflection of the heavy-duty conversion truss 2 can be effectively reduced.
Fig. 4 is a schematic view of a diagonal draw bar before replacement according to an exemplary embodiment of the present invention. Fig. 5 is a schematic view of a post-replacement diagonal draw bar according to an exemplary embodiment of the present invention. Referring to fig. 4 and 5, the lower portion of the diagonal brace is connected to a first corner of the frame post 10 that intersects the heavy-duty conversion truss upper chord 11. Before the replacement of the front diagonal draw bar, the diagonal draw bar 3 comprises a lower section draw bar 7, a first middle section draw bar 8 and an upper section draw bar 9. The first middle section pull rod 8, the lower section pull rod 7 and the upper section pull rod 9 can be fastened and connected through the flange plate 12 and bolts, so that the correction and replacement of the joints are easy to carry out. Accordingly, after the replacement of the front diagonal draw bar, the diagonal draw bar 3 includes the lower section draw bar 7, the second middle section draw bar 14, and the upper section draw bar 9, and the second middle section draw bar 14 and the lower section draw bar 7, the upper section draw bar 9 can be fastened and connected via the flange plate 12 and bolts. Stiffening ribs 13 can be arranged around the flange plate 12, so that the flange plate 12 cannot be bent first in the construction process, and the subsequent disassembly and replacement construction of the middle-section pull rod are facilitated.
Fig. 6 is a cross-sectional view of a first mid-section bar in accordance with an exemplary embodiment of the present invention. Fig. 7 is a cross-sectional view of a second mid-section tie and upper and lower section ties according to an exemplary embodiment of the present invention. As shown in fig. 6 and 7, the first middle tie rod may be soft steel and may have a cross-shaped cross-section, and the second middle tie rod and the upper and lower tie rods may be hard steel and may have a box-shaped cross-section. Therefore, the first middle section pull rod is made of soft steel, the yield strength of the first middle section pull rod is lower than that of the upper section pull rod 7 and the lower section pull rod 9, so that the damage of construction load to the diagonal pull rod can be concentrated on the middle section pull rod 8 with lower yield strength, the cross soft steel middle section pull rod 8 which is plastically deformed is detached after the top layer is finished and replaced by the second middle section pull rod made of box-shaped hard steel, the damage to the diagonal pull rod 3 is reduced, the stress is reduced, and the stress release is completed.
In one embodiment, referring to fig. 1-7, the frame beams in the middle of the plurality of steel frame layers 4 may at least partially intercept the diagonal tie. In other words, the frame beam can intersect the diagonal draw bar, the upper end of which may be partially or completely divided into two sections. In such an embodiment, the middle section pull rod weakened by the yield strength is matched with the middle section pull rod as a whole, so that the yield capacity of the diagonal pull rod is remarkably improved, the safety of the construction process is ensured, and the stress release effect of the final structure is further improved.
In some embodiments, the degree to which the diagonal draw bars are truncated by the frame beam can be adjusted so as to achieve different stress relief effects according to engineering practical requirements.
In one embodiment, the location at which diagonal braces 3 are attached to heavy-duty transition truss upper chords 11 is compatible with the height of diagonal braces 3 across steel frame layer 4. Referring to fig. 1 to 7, the diagonal draw bar 3 can span 2 to 3 layers, the lower end is connected with the corner of the upper frame column 10 and the upper chord 11 of the heavy-duty conversion truss 2, the upper end is connected with the corner of the core tube shear wall end column 6 and the frame beam, if the number of the spans of the diagonal draw bar 3 is too large, the diagonal draw bar 3 can be too long, and therefore too much using space is occupied. In one embodiment, the angle between the diagonal tension rod 3 and the transverse extending direction of the heavy-duty conversion truss 2 may be set such that the component force of the diagonal tension rod 3 in the vertical direction is greater than the component force in the horizontal direction, for example, the angle between the diagonal tension rod 3 and the horizontal direction is greater than 45 degrees, which is more effective for resisting the deflection deformation of the heavy-duty conversion truss 2.
In one embodiment, referring to fig. 1 to 7, the lower end of the diagonal tension rod 3 may be connected to a position of the heavy-duty conversion truss 2 near one third. Therefore, the lower ends of the inclined pull rods 3 are connected with the heavy-load conversion truss 2 to be equivalent to fulcrums, and the lower ends of the two inclined pull rods 3 are distributed at the position, close to one third, of the heavy-load conversion truss 2, so that the bending moment borne by the heavy-load conversion truss 2 is minimum, and the effect of reducing the deflection of the heavy-load conversion truss 2 is optimal.
The exemplary large-span truss building structure as shown in fig. 1-7 may be implemented by the following exemplary method.
In one embodiment, the two-side turrets 15 can be firstly constructed, and the first to ten layers of core tube shear walls 1 of the turrets are completed from bottom to top; then, a temporary support is built in the middle large-span through space, welding construction of the heavy-load conversion truss 2 is completed by using the temporary support, and welding construction of the steel frame structures of the fifth layer and the sixth layer is completed; and then starting to weld the diagonal tension rod 3, wherein the diagonal tension rod 3 can span 2 to 3 layers, the lower end of the diagonal tension rod 3 is welded at the corners of the fifth-layer frame column 10 and the large-span heavy-load conversion truss upper chord 11, the upper end is welded at the corners of the core tube shear wall 11 and the sixth-layer frame beam, and the fifth-layer frame beam is intersected with the diagonal tension rod, so that when the diagonal tension rod is installed, the upper-section tension rod 9 can be divided into two sections to be welded at the upper side and the lower side of the fifth-layer frame beam. It should be noted that, the diagonal draw bar 3 is assembled in a factory, the first middle draw bar 8 is made of soft steel with a cross-shaped section, the lower draw bar 7 and the upper draw bar 9 are made of box-shaped sections, and the cross-shaped soft steel middle draw bar 8 is connected with the upper draw bar 7 and the lower draw bar 9 through flange bolts.
Further, after the oblique pull rod 3 is installed, removing the temporary support at the bottom of the large-span heavy-load truss 2, and continuing to finish welding construction of the seventh to tenth steel frame layers layer by layer. Along with the continuous rising of construction floor, the structure dead weight is continuously increased, and the pulling force that slant pull rod 3 bore is also continuously increased, and in this process, cross section pull rod 8 can advance the yield owing to adopting the mild steel material that yield strength is lower than lower section pull rod 7 and upper segment pull rod 9, and first section pull rod 8 can take place plastic deformation and lengthen, and the gap of flange department also can become big.
After the construction of the top steel frame is completed, the first middle section pull rod 8 of the oblique pull rod is removed, a new second middle section pull rod 14 is replaced, and the second middle section pull rod 14 can be made of the same materials and in the same section as the lower section pull rod 7 and the upper section pull rod 9 and still be connected through flange bolts. It should be noted that, since the first middle tie rod 8 is deformed plastically during the construction process, the length of the replaced second middle tie rod 14 is lengthened, the deformed length of the first middle tie rod 8 is carefully measured before the replacement, and then the welding of the box-shaped middle tie rod member is completed on site, and then the replacement and installation are performed. The operation is performed in such a way that the stress and damage of the diagonal draw bar 3 under construction load can be greatly reduced, so that the diagonal draw bar 3 has larger capacity to resist earthquake load; meanwhile, the deflection of the construction load to the heavy-load conversion truss 2 can be reduced due to the drawknot function of the oblique pull rod 3.
The construction of the diagonal draw bar and the whole steel frame structure is completed according to the construction process, so that the influence of the dead load on the structure in the construction process can be reduced; in the construction stage, the heavy-load conversion truss 2 is pulled by the oblique pull rod 3, so that the deflection of the heavy-load conversion truss 2 under the action of construction load is reduced; after the construction of the main body structure is finished, the first middle section pull rod 8 which is plastically deformed by the oblique pull rod is replaced, so that the stress and damage of the construction load to the component of the oblique pull rod 3 are reduced; under the action of small and medium vibration, most of the diagonal draw bars 3 are in an elastic state, and the earthquake energy is mainly absorbed by the heavy-load conversion truss 2; under the action of the large earthquake, the oblique pull rod 3 starts to enter elastoplasticity, the earthquake load is mainly resisted by the oblique pull rod 3, and the structure is ensured not to collapse under the action of the large earthquake through the oblique pull rod 3.
In this way, the core tube shear wall 1 and the large-span heavy-load truss 2 are connected through the oblique pull rod 3, the core tube shear wall 1 adopts a double-steel-plate concrete combined shear wall structure, and has high lateral stiffness, and the heavy-load conversion truss 2 can be pulled through the oblique pull rod 3, so that the deflection of the large-span heavy-load conversion truss is reduced.
It should be understood that the embodiment of the invention adopts a large-span 10-layer structure for illustration, the large-span through space of the bottom layer of the structure is 3 layers high, the diagonal tie spans 2 layers, and in the actual structural design, the determination of the crossing layers of the diagonal tie comprehensively considers the column spacing of the structure and the inclination angle of the diagonal tie.
In summary, the oblique pull rod obtained by the method is connected with the core tube shear wall and the large-span heavy-load conversion truss, and is basically in an elastic stage under the action of small and medium shocks due to the stress release in the construction process, so that the stress is very small; under the action of large earthquake, the oblique pull rod enters elastoplasticity to deform and stretch so as to consume earthquake energy, thereby reducing the deflection of the large-span heavy-load truss and ensuring that the structure cannot collapse under the action of large earthquake; in the early stage of construction, the lower end of the inclined pull rod can be used as a fulcrum of the large-span heavy-load conversion truss, so that the deflection of the construction load to the large-span heavy-load conversion truss is reduced, and the rigidity of the whole structure is improved; in the later stage of construction, the inclined pull rod can restrict the large-span heavy-load conversion truss, so that the robustness and the safety redundancy of the structure are improved. The oblique pull rod transmits the load to the shear wall and then to the foundation, so that the load is guided into the ground, and the influence of the construction load on the underground structure layer is reduced. The connecting nodes at the two ends of the middle section pull rod are connected by flange bolts, so that the correction and replacement of the nodes are easy to carry out. The cross soft steel middle section pull rod with concentrated deformation energy consumption and damage is disassembled after the top layer is finished and replaced by the box type hard steel middle section pull rod, so that the damage to the inclined pull rod is reduced, the stress is reduced, the release of the stress is completed, and the earthquake resistance and the stress resistance of the whole structure are improved.
While several specific implementation details are included in the above discussion, these should not be construed as limiting the scope of the invention. Certain features that are described in the context of separate embodiments can also be implemented in combination in a single implementation. Conversely, various features that are described in the context of a single implementation can also be implemented in multiple implementations separately or in any suitable subcombination.
Moreover, although operations are depicted in a particular order, this should be understood as requiring that such operations be performed in the particular order shown or in sequential order, or that all illustrated operations be performed, to achieve desirable results. Likewise, while several specific implementation details are included in the above discussion, these should not be construed as limiting the scope of the invention. Certain features that are described in the context of separate embodiments can also be implemented in combination in a single implementation. Conversely, various features that are described in the context of a single implementation can also be implemented in multiple implementations separately or in any suitable subcombination.
The foregoing description of embodiments of the invention has been presented for purposes of illustration and description, and is not intended to be exhaustive or limited to the embodiments disclosed. Many modifications and variations will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the various embodiments described. The terminology used herein was chosen in order to best explain the principles of the embodiments, the practical application, or the technical improvements in the marketplace, or to enable others of ordinary skill in the art to understand the embodiments disclosed herein.
Claims (10)
1. The construction method of the large-span truss building structure is characterized by comprising the following steps of:
constructing a pair of core tube shear walls (1) which are oppositely arranged, wherein a through space is arranged between the pair of core tube shear walls (1), and each shear wall of the pair of core tube shear walls (1) comprises a core tube shear wall end column (6);
-arranging a heavy load conversion truss (2) at a preset height from the ground with temporary support within the through space, the heavy load conversion truss (2) comprising a heavy load conversion truss upper chord (11) and being adapted to carry a plurality of steel frame layers (4), each of the plurality of steel frame layers (4) comprising a frame column (10) and a frame beam, wherein the frame column (10) intersects the heavy load conversion truss upper chord (11) and the frame beam intersects the core barrel shear wall end column (6);
-providing at least one of said steel frame layers (4) on said heavy-duty conversion truss (2);
connecting one end of a plurality of diagonal tension rods (3) to a first corner of the frame column (10) intersecting the heavy-duty conversion truss upper chord (11), and the other end of the diagonal tension rods (3) to a second corner of the frame beam intersecting the core tube shear wall end column (6), wherein at least one tension rod of the diagonal tension rods (3) is provided with a first middle tension rod (8) at a position close to the first corner, the first middle tension rod (8) can be replaced and the yield strength is weakened;
removing the temporary support and continuing the construction on at least one of the steel frame layers (4) until the design steel frame layer is reached; and
-replacing the first mid-section bar (8) with a second mid-section bar (14), the second mid-section bar (14) having a yield strength greater than the first mid-section bar (8).
2. Method according to claim 1, characterized in that at least one of the steel frame layers (4) is a plurality, and that a frame beam arrangement in the middle of a plurality of the steel frame layers (4) at least partly intercepts the diagonal tension bar (3).
3. Method according to claim 1, characterized in that the location of the diagonal tension bar (3) connection with the heavy-duty conversion truss upper chord (11) is adapted to the height of the diagonal tension bar (3) across the steel frame layer (4).
4. Method according to claim 1, characterized in that the angle of the diagonal tension bar (3) with respect to the transverse extension of the heavy-duty conversion truss (2) is arranged such that the component force of the diagonal tension bar (3) in the vertical direction is greater than the component force in the horizontal direction.
5. The method according to claim 1, characterized in that at least one of the diagonal braces (3) comprises a lower section brace (7) and an upper section brace (9), the first middle section brace (8) or the second middle section brace (14) is provided intermediate the lower section brace (7) and the upper section brace (9) on a construction stage basis, and the yield strength of the second middle section brace (14) is not less than the yield strength of the lower section brace (7) and the upper section brace (9).
6. The method according to claim 5, characterized in that the lower tie rod (7) and the upper tie rod (9) are connected to the first middle tie rod (8) with a flange plate (12) and bolts, respectively; and
the lower section pull rod (7) and the upper section pull rod (9) are respectively connected with the second middle section pull rod (14) by adopting a flange plate (12) and bolts.
7. The method according to claim 5 or 6, characterized in that the lower tie rod (7), the upper tie rod (9) and the second mid tie rod (14) are box-shaped in cross section and the first mid tie rod (8) is cross-shaped in cross section.
8. A method according to claim 6, wherein the flange plate (12) comprises stiffening ribs (13).
9. Method according to claim 1, characterized in that the lower end of the diagonal tension bar (3) is connected at a position not exceeding one third of the horizontal direction of the heavy-duty conversion truss (2).
10. A long-span truss building structure constructed according to the method of any one of claims 1 to 9.
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